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TRAFFIC IMPACT ANALYSIS APPENDICES 2019-11-15The Wave – Coral Mountain Traffic Impact Analysis 12615-03 TIA Report.docx APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT The Wave – Coral Mountain Traffic Impact Analysis 12615-03 TIA Report.docx This Page Intentionally Left Blank Ofc:   1001 Dove St.      Suite 260      Newport Beach, CA 92660  Main:    260 E. Baker St.      Suite 200      Costa Mesa, CA 92626 urbanxroads.com   12615‐02 Scope.docx  September 4, 2019    Mr. Steve Libring  City of La Quinta   78‐405 Calle Tampico  La Quinta, CA 92253    SUBJECT: SCOPING AGREEMENT FOR 1840 THE WAVE AT CORAL MOUNTAIN TRAFFIC IMPACT  ANALYSIS  Dear Mr. Steve Libring:  The firm of Urban Crossroads, Inc. is pleased to submit this scoping agreement for 1840 The Wave at  Coral Mountain (“Project”), which is located on the southwest corner of re‐aligned Madison Street at  58th Avenue, in the City of La Quinta.  It is our understanding that the Project is to consist of a master  planned themed resort and comprised of a recreational pool (wave pool), a 100‐key hotel, 96 attached  dwelling units, 500 detached dwelling units, a 65,000 square feet of retail, a pop‐up village park, and a  total of 265 parking spaces.   The preliminary land use plan for the proposed Project is shown on Exhibit  1.   Our goal is to obtain comments from City of La Quinta staff, to ensure that the traffic impact analysis  (TIA) fully addresses the potential impacts of the proposed Project.    The remainder of this letter describes the proposed analysis methodology, Project trip generation, and  trip distribution on the surrounding roadway network.  The following scoping assumptions have been  prepared in accordance with the City of La Quinta Traffic Study Guidelines (Engineering Bulletin #06‐13,  revised October 3, 2017).  Exhibit 2 depicts the location of the proposed project in relation to the existing roadway network.  Project  access locations are listed below:  • Madison Street / Main Access (full access)  • South Access / Avenue 60 (full access)  • Project Access 1 / Avenue 58 (full access)  • Project Access 2 / Avenue 58 (right‐in/right‐out access)  • Madison Street / Project Access 3 (right‐in/right‐out access)  TRIP GENERATION  In accordance with the City of La Quinta’s Engineering Bulletin #06‐13, the Project trip generation rates  to be used for the traffic impact analysis will be based on the Institute of Transportation Engineers (ITE)  Trip Generation manual, 10th Edition (2017).  Trip generation estimates for the Project have been  1.1-1 Mr. Steve Libring  City of La Quinta   September 4, 2019  Page 2     12615‐02 Scope.docx   determined by utilizing the published rates for the peak hour of the generator rather than for the peak  hour of adjacent street traffic, where possible.  Trip generation rates are presented on Table 1.  As shown on Table 1, the proposed Project is anticipated to generate a net total of 6,794 external trip‐ ends per day on a typical weekday with 441 external vehicles per hour (VPH) during the weekday AM  peak hour and 640 external VPH during the weekday PM peak hour.   TRIP DISTRIBUTION  Trip distribution is the process of identifying the probable destinations, directions or traffic routes that  will be utilized by Project traffic.  The potential interaction between the planned land uses and  surrounding regional access routes are considered to identify the routes where modified project traffic  would travel.  The trip distribution pattern is heavily influenced by the geographical location of the site,  the location of surrounding uses, and the proximity to the arterial and regional freeway system.    Exhibits 3 and 4 show the anticipated Project trip distribution patterns.  The trip distributions have been  developed based on past work experience in the vicinity of the Project site and refined to reflect the  roadway network and the surrounding uses in the vicinity of the proposed Project as they exist today.    STUDY AREA  The traffic impact study area was defined in conformance with the requirements of Engineering Bulletin  #06‐13.  Based on this criterion, anticipated trip generation and trip distribution, the following  intersections will be evaluated (see Exhibit 2):  ID Intersection Location ID Intersection Location  1 Madison Street at Avenue 58 12 Monroe Street at Avenue 58  2 Madison Street at Avenue 56 13 Monroe Street at Airport Boulevard   3 Madison Street at Avenue 54 14 Monroe Street at Avenue 54  4 Madison Street at Avenue 52 15 Monroe Street at Avenue 52  5 Madison Street at Avenue 50 16 Monroe Street at 50th Avenue  6 Jefferson Street at Avenue 54 17 Jackson Street at 58th Avenue   7 Jefferson Street at Avenue 52 18 South Access at Avenue 60 ‐ (Future Intersection)  8 Jefferson Street at Pomelo 19 Madison Street at Main Access‐ (Future Intersection)  9 Jefferson Street at Avenue 50 20 Project Access 1 at Avenue 58‐ (Future Intersection)  10 Madison Street at Avenue 60 21 Project Access 2 at Avenue 58‐ (Future Intersection) 11 Monroe Street at Avenue 60 22 Madison Street at Project Access 3‐ (Future Intersection)  In addition, the following roadway segments will be evaluated:  Roadway Segment  1 Avenue 58, west of Madison Street 4 Madison Street, south of Airport Boulevard  2 Avenue 58, west of Monroe Street 5 Avenue 60, west of Monroe Street  3 Avenue 58, west of Jackson Street 6 Monroe Street, south of Airport Boulevard  1.1-2 Mr. Steve Libring  City of La Quinta   September 4, 2019  Page 3     12615‐02 Scope.docx   TRAFFIC COUNTS  Traffic count data were previously taken on August 15th, 2017, April 9th, 2019, and May 7th, 2019  during  the AM peak period of 6:00 AM to 8:30 AM and PM peak period of 2:30 PM to 5:30 PM.  A 20% increase  is applied to counts taken in August, 5% increase is applied to counts taken in April, and 10% increase is  applied to counts taken in May per City of La Quinta’s EB#06‐13.  Table 2 shows that the average AM/PM  peak hour intersection growth between 2017 and 2019 counts data at selected study area and nearby  intersections is approximately 2.66%.  The additional 2.66% growth rate is applied to the study area  intersections with 2017 counts to reflect 2019 conditions.  Exhibits 5 and 6 identify the count data utilized  for each study intersection and illustrate the resulting Existing (2019) morning and evening peak hour  intersection volumes.  In September 2019, traffic count data will be collected for the intersection of  Madison Street at Avenue 60.    ADT volumes are estimated using the formula below for each intersection leg (consistent with 2018  Travertine Specific Plan TIA, prepared by Urban Crossroads, Inc.) and compared to the 2017 ADT’s with  2.66% growth to reflect 2019 conditions, where 2019 counts are unavailable.   Weekday PM Peak Hour (Approach Volume + Exit Volume) x 10.753 = Leg Volume  ANALYSIS SCENARIOS  Consistent with Engineering Bulletin #06‐13, the following analysis scenarios are proposed for this traffic  study:   Existing (2019)   Existing Plus Project (E+P)    Existing Plus Ambient Growth Plus Project (E+A+P)   Existing Plus Ambient Growth Plus Cumulative Projects, with and without Project for each  of the following phases:  o Project Phase 1  o Project Phase 2  o Project buildout (Phase 3)   General Plan buildout (2040) Without Project Conditions – establishes future year  baseline to evaluate the proposed Project   General Plan buildout (2040) With Project Conditions – represents future year baseline  traffic conditions with the proposed Project  In accordance with Engineering Bulletin #06‐13, improvements fully funded by the City of La Quinta’s  Capital Improvement Program (CIP) will be assumed to be in place for long range future conditions.   Improvements fully funded by the City’s CIP, the Development Impact Fee Program (DIF) and the  Transportation Uniform Mitigation Fee Program (TUMF) are assumed to be in place for Opening Year  Cumulative conditions.   1.1-3 Mr. Steve Libring  City of La Quinta   September 4, 2019  Page 4     12615‐02 Scope.docx   LEVEL OF SERVICE (LOS) CRITERIA  Per Engineering Bulletin #06‐13, the following LOS criteria will be utilized for study area intersections:    Intersection Type    LOS Criteria  Signalized Intersection LOS “D” or better  All‐way Stop Controlled Intersection LOS “D” or better for all critical movements  Cross‐Street Stop Controlled Intersection LOS “E” or better for the side street  The City of La Quinta has established LOS “D” as the minimum level of service for its street segments.  PREFERRED ANALYSIS METHODOLOGY  The study area intersections will be analyzed using the Highway Capacity Manual (HCM) 6th Edition  methodology. The parameters provided in Attachment 2 of Engineering Bulletin #06‐13 will be utilized  for the purposes of this analysis, unless directed otherwise.  CUMULATIVE DEVELOPMENT PROJECTS  It is requested that the City of La Quinta Planning Department review the cumulative projects shown  on Exhibit 7 and listed on Table 3.   CUMULATIVE GROWTH VOLUMES  The background (non project) Opening Year Cumulative traffic projections will be determined by  interpolating between the existing traffic volumes and the year 2040 City and/or CVAG traffic  projections.  YEAR 2040 TRAFFIC FORECASTS  The Year 2040 forecast volumes are based upon an updated version of the Riverside County  Transportation Analysis Model (RivTAM) which became available in the CVAG region during 2016.  It is  consistent with the SCAG draft 2016 RTP for the Transportation Project Prioritization Study (TPPS) 2040  project.  For 2040 conditions, RivTAM projections will be examined to determine additional growth  beyond the 2035 peak hour intersection volumes identified in the 2012 traffic study prepared by Iteris  for the La Quinta General Plan Update.  Where necessary, the resulting 2040 volumes estimates will be  adjusted to achieve flow conservation, reasonable growth, and reasonable diversion between parallel  routes.     1.1-4 Mr. Steve Libring  City of La Quinta   September 4, 2019  Page 5     12615‐02 Scope.docx   SPECIAL ISSUES  The following issues will also be addressed as part of the TIA:   Site Access Evaluation:  Recommendations regarding site access and queuing analysis will be  included in the traffic study.  It is anticipated that the project will be required to widen Avenue  58 frontage.   Eastbound left turn capacity will be evaluated along Avenue 58 approaching  Madison Street.  Project fair share participation in signal improvements will also be determined.  Vehicle miles traveled (VMT) for the Project will be calculated, consistent with the Office of Planning  and Research (OPR) updates to CEQA guidelines which are responding to Senate Bill 743 (SB 743).   Potential mitigation measures and estimated effectiveness in reducing VMT in terms of percentage  reduction of VMT for each measure will be identified in the traffic study.  If you have any questions, please contact John Kain at (949) 336‐5990 or Marlie Whiteman at (949) 336‐ 5991.    Respectfully submitted,    URBAN CROSSROADS, INC.    John Kain, AICP Marlie Whiteman, PE  Principal Senior Associate    JN: 12615 1840 The Wave at Coral Mountain  Attachments  xc:  Mr. Bryan McKinney  1.1-5 58th Avenue Neighborhood Commercial Future Low Density Residential Future Low Density Residential Future Low Density Residential Low Density Residential (Recreation)Madison Street60th Avenue Low Density Residential 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 1 2 3 4 5 6 7 89 10 11 12 13 14 15 16 17 18 19 20 21 22 23 43 42 44 45 39 40 41 24 25 26 27 28 29 30 38 37 36 35 34 33 32 31 46 47 48 49 50 51 52 53 54 55 56 Hotel ±22.3 Ac. Parking ±49.5 Ac.±45.0 Ac. The Farm ±37.2 Ac. ±52.5 Ac. ±37.9 Ac. ±8.9 Ac. ±120 Units ±100 Units ±140 Units ±104 Units 38 Units Surf Resort ±83.3 Ac. Back ofHouse Pop-UpVillage 1 (100 Keys) ±14.1 Ac.40 Units TheWave ±9.7 Ac. ±25.8 Ac. 1 2 3 4 5 6 7 8 910111213 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 56 Units 0.8 Du/Ac 2.7 Du/Ac 2.7 Du/Ac 2.8 Du/Ac 2.7 Du/Ac 2.5 Du/Ac 2.8 Du/Ac Planning Area IX Surf Resort Surf Resort Open Space Surf Resort Future Planning Area VII Planning Area VIII Planning Area VIIIPlanning Area VIII Planning Area VIII Planning Area VIII Planning Area IX PA IX Planning Area IX Planning Area X The Wave (Beach Access) Pop-UpVillage 2 Pop-UpVillage 3 Pop-UpVillage 4 The FarmVillage ±5.9 Ac. ±15.8 Ac. ±10.9 Ac. ±20.5 Ac. ±13.9 Ac. ±7.7 Ac.±6.8 Ac. ±3.8 Ac.±21.2 Ac. IRRI G A T I O N E A S E M E N T IR R I G A T I O N E A S E M E N T IRRIGATION EASEMENTIRRIGAT ION EASEMENT IRRIGATION EASEMENT 25.8 Ac. 22.3 Ac. 14.1 Ac. 83.3 Ac. 49.5 Ac. 45.0 Ac. 37.9 Ac. N/A 56 Units (Attached Residential) 40 Units (Attached Residential) N/A 38 Units (Detached Residential) 120 Units (Detached Residential) 104 Units (Detached Residential) 386.2 Ac. 696 Units Surf Resort - The Farm Surf Resort - Residential Surf Resort - Residential Open Space (Recreation) Low Density Residential Low Density Residential Low Density Residential Total 9.7 Ac.100 Hotel KeysSurf Resort - Hotel 52.5 Ac. 140 Units (Detached Residential) 37.2 Ac. 100 Units (Detached Residential) 36.4 Ac.96 Units (Attached Residential)Resort Residential Subtotal Low Density Residential Low Density Residential N/A 2.5 Du/Ac. 2.8 Du/Ac. N/A 0.8 Du/Ac. 2.7 Du/Ac. 2.8 Du/Ac. N/A N/A 2.7 Du/Ac. 2.7 Du/Ac. N/A 222.1 Ac.500 Units (Detached Residential)Low Density Residential Subtotal N/A PA VIII PA IX PA X LAND USE LEGEND Land Use ± Area Units Note:1.Planning Areas VII & IX will have a combined allowable retail area of 65,000 sf.2.All planning areas will distribute the overall total unit allowance based on market demand. Density / AcrePlanning Area 8.9 Ac. N/ANeighborhood Commercial N/APA VII 61.1-6 71.1-7 In Out Total In Out Total Single Family Detached 210 500 DU 0.19 0.55 0.74 0.62 0.37 0.99 9.44 Multifamily Housing (Low‐Rise)220 96 DU 0.11 0.35 0.46 0.35 0.21 0.56 7.32 Resort Hotel 330 100 RM 0.27 0.10 0.37 0.20 0.27 0.47 7.87 Shopping Center 820 65 TSF 0.58 0.36 0.94 1.83 1.98 3.81 37.75 Wave Pool Facility ‐4 12 AC 1.20 0.80 2.00 2.40 1.60 4.00 50.00 In Out Total In Out Total Single Family Detached 210 500 DU 95 275 370 310 185 495 4,720 Multifamily Housing (Low‐Rise)220 96 DU 11 34 45 34 20 54 703 Internal to Retail/Resort (10) (20) (30) (41) (30) (71) (610) 96 289 385 303 175 478 4,813 Shopping Center 820 65 TSF 38 23 61 119 129 248 2,454     Pass‐By (25%)(7) (7) (14) (31) (31) (62) (614) Internal to Residential/Resort (8) (6) (14) (20) (34) (54) (366) 23 10 33 68 64 132 1,474 Resort Hotel 330 100 RM 27 10 37 20 27 47 787 Internal to Residential/Retail (12) (7) (19) (11) (16) (27) (400) 15 3 18 9 11 20 387 Wave Pool Facility ‐4 12 AC 14 10 24 29 19 48 600 Internal to Residential/Retail/Resort (11) (8) (19) (23) (15) (38) (480) 3256410120 185 352 537 512 380 892 9,264 Internal Capture Subtotal (41) (41) (82) (95) (95) (190) (1,856) Pass‐By (Shopping Center) (7) (7) (14) (31) (31) (62) (614) 137 304 441 386 254 640 6,794 4   Since ITE does not have trip rates for a wave pool facility, similar use based on SANDAG's recreation park (developed) peak hour and daily rates are utilized. R:\UXRjobs\_12600‐13000\12615\Excel\[12615 ‐ Scope.xlsx]Trip Gen 3  Pass‐By Source: Shops at Coral Mountain TIA, prepared by Urban Crossroads, Inc. (November 2009). Wave Pool Facility External Trips Shopping Center External Trips Project Subtotal Project Total External Trips 1  Trip Generation Source:  Institute of Transportation Engineers (ITE), Trip Generation Manual, 10th Edition (2017). 2  DU = Dwelling Unit; RM = Occupied Room; TSF = Thousand Square Feet Daily Residential External Trips Resort Hotel External Trips Trip Generation Results Land Use ITE LU Code Quantity 2 AM Peak Hour PM Peak Hour TABLE 1: PROJECT TRIP GENERATION SUMMARY Trip Generation Rates1 Land Use ITE LU Code Quantity 2 AM Peak Hour PM Peak Hour Daily 81.1-8 91.1-9 101.1-10 AM PM TOTAL AM PM TOTAL 1 Madison St. / Avenue 58 410 540 950 433 601 1,034 5 Madison St. / Avenue 50 1,148 1,371 2,519 1,116 1,375 2,491 12 Monroe St. / Avenue 58 307 418 725 322 477 799 14 Monroe St. / Avenue 54 740 835 1,575 799 821 1,620 Monroe St. / Avenue 62 163 188 351 151 188 339 2,768 3,352 6,120 2,821 3,462 6,283 2.66% 1 Source: Travertine Specific Plan TIA, April 2018.  Prepared by Urban Crossroads, Inc. 2 Existing count data were collected in April 9, 2019.  In accordance with the City of La Quinta's traffic study guidelines, a 5% seasonal variation factor   has been applied to the April 2019 traffic count data. R:\UXRjobs\_12600‐13000\12615\Excel\[12615 ‐ Scope.xlsx]Summary_(Existing Comparison1) TABLE 2: EXISTING 2017 & 2019 PEAK HOUR INTERSECTION VOLUMES COMPARISON SUMMARY ID Intersection Peak Hour Intersection Volumes Existing 20171 Existing 20192 TOTAL AVERAGE AM/PM GROWTH (to be applied to the remaining study intersections  with 2017 Counts to reflect 2019 conditions) 111.1-11 121.1-12 131.1-13 LQ19 I3 I2 IW2 LQ29 I1 LQ28 IW1 LQ17 LQ6 LQ4 LQ7 LQ22 LQ13 LQ25 LQ11 LQ1 LQ9 LQ31 LQ8 LQ15 LQ12 LQ18 LQ23 LQ27 LQ26 LQ32 LQ10 LQ24 LQ16 I4 LQ2 LQ14 LQ3LQ21 I5 SITE RC1MONROE STJACKSON STJEFFERSON STMADISONSTIN D I O BLV D 50TH AVEWASHI N G T O NSTAVENUE 52 AIRPORT BLVD FRED WARING DR 62ND AVE HIGHWAY111 AVENUE 46 EISENHOWER DRAVENUE 48 60TH AVE AVENUE 50 52ND AVE 54TH AVEAVENIDA BERMUDASWASHINGTONSTIN D I O B L V D JEFFERSON STMILES AVE 58TH AVE 54TH AVE RI VI E R A 62ND AVE MADISON STADAMS ST61ST AVE 60TH AVE LIGA CLINTON STAVENUE 44 DUNE PALMS RDPGABLVD51ST AVE REQUA AVE AVENIDA RUBIO53RD AVE 55TH AVEWINGED FOOTHJORTH STWARNER TRLO DLUM D R IROQUOIS DR BURR STDARBY RD AVENUE 45 ME RION H E R M I T A G E MANDARINA C A L I FOR N IA DRMI SSION D R WCLUB DRPARKAVEAVENUE 53 VIA SAV O NAAVENUE 49 WEISKOPF CALLE DURANGO ELLA AVE FAZIO LNN VILLA G E D R DO CTOR CARREON BLVD F A Z I O L N S CALHOUN STCREST AVE CO A CHEL L A D R JEREZA R A CENA NEW YOR K A V E KINGSTON DR YOUNGS LNUL R I C HDRALBION DRQUAILRUNL NAVENUE 43 FIRESTONECALLE QUITOVIAC A R M E L GRANT DR RUSTIC C A N Y O N D R L O M A VIS VIA PE S SARO BAFFINAV E CALLE TEMECULA GABLE DR VIA TESORO YAVAPA MUIRFIELD DR PLUM LN ALMONTEDESERT GROVE DRLAG O D R VECINO WAY PEARRY PL ADAM'S LNLA QUINTA INDIO INDIAN WELLS PALM DESERT I3 LQ34 I2 IW2 LQ29 I1 LQ33 IW1 LQ17 LQ6 LQ4 LQ7 LQ22 LQ13 LQ25 LQ11 LQ1 LQ9 LQ31 LQ8 LQ15 LQ12 LQ23 LQ18 LQ27 LQ26 LQ20 LQ10 LQ24 LQ16 I4 LQ2 LQ14 LQ3LQ21 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community 1840 The Wave at Coral Mountain EXHIBIT 7: CUMULATIVE DEVELOPMENT MAP _N 12615 - CD.mxd 141.1-14 Page 1 of 2 # Project/Location Land Use1 Quantity Units 2 LQ1 Desert Club Apartments Apartments 16 DU LQ2 La Quinta Penthouses Condo/Townhouse 8 DU LQ3 Mountain Village Residences Apartments 6 DU Apartments 104.000 TSF Medical Office 130.450 TSF LQ6 Washington Apartments Apartments 26 DU Multifamily Housing (Low‐Rise) 66 DU Hotel 108 Rooms Shopping Center 305.000 TSF LQ8 Codorniz SFDR 142 DU LQ9 Estate Collection at Coral Mountain SFDR 57 DU LQ10 Villas at Indian Springs SFDR 15 DU LQ11 Bellesera SFDR 320 DU Luxury Hotel 140 Rooms Condo/Townhouse 29 DU Lifestyle Hotel 200 Rooms Condo/Townhouse 66 DU LQ14 American Tire Depot Automobile Parts 6.720 TSF LQ15 Estates at Griffin Lake SFDR 78 DU LQ16 Monterra SFDR 40 DU LQ17 Andalusia at Coral Mountain SFDR 39 DU LQ18 Floresta SFDR 82 DU LQ19 California Desert Museum of Art Museum 18 TSF LQ20 Walsh Urology Medical Office 1.09 AC LQ21 Crabpot Restaurant 1.800 TSF LQ22 Residence Club @ PGA West SFDR 11 DU LQ23 Signature at PGA West SFDR 230 DU LQ24 Casa Mendoza Expansion Restaurant 1.053 TSF LQ25 Pavilion Palms Shopping Center Shopping Center 125.000 TSF LQ26 Griffin Ranch Amendment SFDR 4 DU LQ27 Andalusia Village SFDR 71 DU SFDR 1,200 DU Hotel 100 Rooms SFDR 152 DU Hotel 125 Rooms LQ31 Silverrock Temporary Clubhouse Recreational Facility 3.886 TSF LQ32 Canyon Ridge SFDR 74 DU LQ33 Shops at Coral Mountain Shopping Center 40.7 TSF LQ34 Coral Canyon SFDR 219 DU TABLE 3: CUMULATIVE DEVELOPMENT LAND USE SUMMARY City of La Quinta LQ4 Mayer Villa Capri LQ7 The Dune Palms Specific Plan LQ12 SilverRock ‐ Phase I LQ13 SilverRock ‐ Phase II LQ28 Travertine LQ29 Centre at La Quinta 151.1-15 Page 2 of 2 # Project/Location Land Use1 Quantity Units 2 TABLE 3: CUMULATIVE DEVELOPMENT LAND USE SUMMARY SFDR 230 DU Equestrian Way Station 1.4 AC IW1 TTM No. 37467 SFDR 18 DU Condo/Townhouse 70 DU Hotel 263 Rooms Quality Restaurant 5.500 TSF Health Club 38.000 TSF Shopping Center 15.000 TSF Restaurant 6.300 TSF Hotel 120 Rooms Restaurant 26.650 TSF Retail 350.000 TSF Office 200.000 TSF Hotel 370 Rooms Condo/Townhouse 516 DU I4 La‐Z‐Boy Gallery Retail 15.600 TSF I5 Polo Community Senior & SFDR 859 DU 1 SFDR = Single Family Detached Residential 2 AC = Acres; TSF = Thousand Square Feet; DU = Dwelling Unit R:\UXRjobs\_12600‐13000\12615\Excel\[12615 ‐ Scope.xlsx]Cumulatives Victoria Center I3 Polo Square City of Indian Wells IW2 Hotel Development County of Riverside RC1 Vista Soleada City of Indio I1 Jefferson and Hwy. 111 I2 161.1-16 The Wave – Coral Mountain Traffic Impact Analysis 12615-03 TIA Report.docx APPENDIX 3.1: EXISTING TRAFFIC COUNTS The Wave – Coral Mountain Traffic Impact Analysis 12615-03 TIA Report.docx This Page Intentionally Left Blank File Name : 01_LQA_Madison_Ave 58 AM Site Code : 05119233 Start Date : 4/9/2019 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 58 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 58 Westbound Madison Street Northbound Avenue 58 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 11 11 5 27 0 4 4 8 0 10 0 10 2 0 0 2 47 06:15 AM 6 10 14 30 0 7 8 15 1 13 0 14 1 1 0 2 61 06:30 AM 7 21 7 35 0 2 9 11 0 21 0 21 4 4 1 9 76 06:45 AM 14 29 9 52 0 2 8 10 1 19 1 21 3 0 1 4 87 Total 38 71 35 144 0 15 29 44 2 63 1 66 10 5 2 17 271 07:00 AM 8 31 7 46 0 4 11 15 0 29 0 29 3 1 0 4 94 07:15 AM 14 25 7 46 1 5 17 23 0 29 1 30 11 0 0 11 110 07:30 AM 12 21 11 44 0 1 11 12 1 32 1 34 5 1 0 6 96 07:45 AM 9 28 15 52 1 5 5 11 0 29 0 29 11 4 0 15 107 Total 43 105 40 188 2 15 44 61 1 119 2 122 30 6 0 36 407 08:00 AM 14 19 8 41 1 4 12 17 1 31 0 32 8 0 2 10 100 08:15 AM 14 24 6 44 2 2 13 17 0 27 0 27 7 0 1 8 96 Grand Total 109 219 89 417 5 36 98 139 4 240 3 247 55 11 5 71 874 Apprch %26.1 52.5 21.3 3.6 25.9 70.5 1.6 97.2 1.2 77.5 15.5 7 Total %12.5 25.1 10.2 47.7 0.6 4.1 11.2 15.9 0.5 27.5 0.3 28.3 6.3 1.3 0.6 8.1 Madison Street Southbound Avenue 58 Westbound Madison Street Northbound Avenue 58 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 14 25 7 46 1 5 17 23 0 29 1 30 11 0 0 11 110 07:30 AM 12 21 11 44 0 1 11 12 1 32 1 34 5 1 0 6 96 07:45 AM 9 28 15 52 1 5 5 11 0 29 0 29 11 4 0 15 107 08:00 AM 14 19 8 41 1 4 12 17 1 31 0 32 8 0 2 10 100 Total Volume 49 93 41 183 3 15 45 63 2 121 2 125 35 5 2 42 413 % App. Total 26.8 50.8 22.4 4.8 23.8 71.4 1.6 96.8 1.6 83.3 11.9 4.8 PHF .875 .830 .683 .880 .750 .750 .662 .685 .500 .945 .500 .919 .795 .313 .250 .700 .939 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-1 File Name : 01_LQA_Madison_Ave 58 AM Site Code : 05119233 Start Date : 4/9/2019 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 58 Weather: Clear Madison Street Avenue 58 Avenue 58 Madison Street Right 41 Thru 93 Left 49 InOut Total 201 183 384 Right45 Thru15 Left3 OutTotalIn56 63 119 Left 2 Thru 121 Right 2 Out TotalIn 98 125 223 Left35 Thru5 Right2 TotalOutIn58 42 100 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 06:45 AM 07:15 AM 07:15 AM 07:15 AM +0 mins.14 29 9 52 1 5 17 23 0 29 1 30 11 0 0 11 +15 mins.8 31 7 46 0 1 11 12 1 32 1 34 5 1 0 6 +30 mins.14 25 7 46 1 5 5 11 0 29 0 29 11 4 0 15 +45 mins.12 21 11 44 1 4 12 17 1 31 0 32 8 0 2 10 Total Volume 48 106 34 188 3 15 45 63 2 121 2 125 35 5 2 42 % App. Total 25.5 56.4 18.1 4.8 23.8 71.4 1.6 96.8 1.6 83.3 11.9 4.8 PHF .857 .855 .773 .904 .750 .750 .662 .685 .500 .945 .500 .919 .795 .313 .250 .700 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-2 File Name : 01_LQA_Madison_Ave 58 PM Site Code : 05119233 Start Date : 4/9/2019 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 58 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 58 Westbound Madison Street Northbound Avenue 58 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 4 47 8 59 1 1 12 14 0 40 1 41 23 18 1 42 156 02:45 PM 15 54 8 77 0 1 8 9 1 34 0 35 14 3 1 18 139 Total 19 101 16 136 1 2 20 23 1 74 1 76 37 21 2 60 295 03:00 PM 14 43 10 67 1 1 17 19 0 36 0 36 9 18 2 29 151 03:15 PM 11 60 8 79 0 0 15 15 1 17 0 18 10 5 0 15 127 03:30 PM 6 42 12 60 1 0 21 22 0 43 0 43 3 2 1 6 131 03:45 PM 17 42 10 69 0 0 10 10 1 33 1 35 7 0 0 7 121 Total 48 187 40 275 2 1 63 66 2 129 1 132 29 25 3 57 530 04:00 PM 11 42 8 61 1 1 18 20 0 31 1 32 13 2 2 17 130 04:15 PM 5 52 7 64 0 2 14 16 0 28 0 28 10 1 0 11 119 04:30 PM 6 46 7 59 0 0 13 13 0 17 1 18 8 1 2 11 101 04:45 PM 7 47 9 63 1 2 7 10 2 24 1 27 7 2 0 9 109 Total 29 187 31 247 2 5 52 59 2 100 3 105 38 6 4 48 459 05:00 PM 13 26 4 43 1 0 13 14 1 26 1 28 2 1 1 4 89 05:15 PM 5 36 5 46 0 0 6 6 1 28 0 29 10 0 0 10 91 Grand Total 114 537 96 747 6 8 154 168 7 357 6 370 116 53 10 179 1464 Apprch %15.3 71.9 12.9 3.6 4.8 91.7 1.9 96.5 1.6 64.8 29.6 5.6 Total %7.8 36.7 6.6 51 0.4 0.5 10.5 11.5 0.5 24.4 0.4 25.3 7.9 3.6 0.7 12.2 Madison Street Southbound Avenue 58 Westbound Madison Street Northbound Avenue 58 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 4 47 8 59 1 1 12 14 0 40 1 41 23 18 1 42 156 02:45 PM 15 54 8 77 0 1 8 9 1 34 0 35 14 3 1 18 139 03:00 PM 14 43 10 67 1 1 17 19 0 36 0 36 9 18 2 29 151 03:15 PM 11 60 8 79 0 0 15 15 1 17 0 18 10 5 0 15 127 Total Volume 44 204 34 282 2 3 52 57 2 127 1 130 56 44 4 104 573 % App. Total 15.6 72.3 12.1 3.5 5.3 91.2 1.5 97.7 0.8 53.8 42.3 3.8 PHF .733 .850 .850 .892 .500 .750 .765 .750 .500 .794 .250 .793 .609 .611 .500 .619 .918 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-3 File Name : 01_LQA_Madison_Ave 58 PM Site Code : 05119233 Start Date : 4/9/2019 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 58 Weather: Clear Madison Street Avenue 58 Avenue 58 Madison Street Right 34 Thru 204 Left 44 InOut Total 235 282 517 Right52 Thru3 Left2 OutTotalIn89 57 146 Left 2 Thru 127 Right 1 Out TotalIn 210 130 340 Left56 Thru44 Right4 TotalOutIn39 104 143 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:45 PM 03:30 PM 03:30 PM 02:30 PM +0 mins.15 54 8 77 1 0 21 22 0 43 0 43 23 18 1 42 +15 mins.14 43 10 67 0 0 10 10 1 33 1 35 14 3 1 18 +30 mins.11 60 8 79 1 1 18 20 0 31 1 32 9 18 2 29 +45 mins.6 42 12 60 0 2 14 16 0 28 0 28 10 5 0 15 Total Volume 46 199 38 283 2 3 63 68 1 135 2 138 56 44 4 104 % App. Total 16.3 70.3 13.4 2.9 4.4 92.6 0.7 97.8 1.4 53.8 42.3 3.8 PHF .767 .829 .792 .896 .500 .375 .750 .773 .250 .785 .500 .802 .609 .611 .500 .619 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-4 File Name : 02_LQA_Madison_Airport AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Madison Street E/W: Airport Boulevard Weather: Clear Groups Printed- Total Volume Madison Street Southbound Airport Boulevard Westbound Madison Street Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 06:00 AM 5 20 25 2 10 12 22 0 22 59 06:15 AM 3 18 21 3 6 9 30 0 30 60 06:30 AM 6 28 34 3 10 13 19 1 20 67 06:45 AM 13 49 62 3 12 15 28 1 29 106 Total 27 115 142 11 38 49 99 2 101 292 07:00 AM 10 34 44 6 3 9 41 1 42 95 07:15 AM 14 35 49 2 10 12 34 0 34 95 07:30 AM 9 33 42 2 19 21 42 1 43 106 07:45 AM 23 50 73 2 8 10 43 0 43 126 Total 56 152 208 12 40 52 160 2 162 422 08:00 AM 16 40 56 2 8 10 37 1 38 104 08:15 AM 13 37 50 2 13 15 33 3 36 101 Grand Total 112 344 456 27 99 126 329 8 337 919 Apprch %24.6 75.4 21.4 78.6 97.6 2.4 Total %12.2 37.4 49.6 2.9 10.8 13.7 35.8 0.9 36.7 Madison Street Southbound Airport Boulevard Westbound Madison Street Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 9 33 42 2 19 21 42 1 43 106 07:45 AM 23 50 73 2 8 10 43 0 43 126 08:00 AM 16 40 56 2 8 10 37 1 38 104 08:15 AM 13 37 50 2 13 15 33 3 36 101 Total Volume 61 160 221 8 48 56 155 5 160 437 % App. Total 27.6 72.4 14.3 85.7 96.9 3.1 PHF .663 .800 .757 1.00 .632 .667 .901 .417 .930 .867 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-5 File Name : 02_LQA_Madison_Airport AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Madison Street E/W: Airport Boulevard Weather: Clear Madison Street Airport Boulevard Madison Street Thru 160 Left 61 InOut Total 203 221 424 Right48 Left8 OutTotalIn66 56 122 Thru 155 Right 5 Out TotalIn 168 160 328 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 06:45 AM 07:00 AM +0 mins.9 33 42 3 12 15 41 1 42 +15 mins.23 50 73 6 3 9 34 0 34 +30 mins.16 40 56 2 10 12 42 1 43 +45 mins.13 37 50 2 19 21 43 0 43 Total Volume 61 160 221 13 44 57 160 2 162 % App. Total 27.6 72.4 22.8 77.2 98.8 1.2 PHF .663 .800 .757 .542 .579 .679 .930 .500 .942 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-6 File Name : 02_LQA_Madison_Airport PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Madison Street E/W: Airport Boulevard Weather: Clear Groups Printed- Total Volume Madison Street Southbound Airport Boulevard Westbound Madison Street Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 02:30 PM 12 55 67 0 8 8 50 1 51 126 02:45 PM 11 52 63 2 19 21 50 2 52 136 Total 23 107 130 2 27 29 100 3 103 262 03:00 PM 15 54 69 4 12 16 23 3 26 111 03:15 PM 7 45 52 2 11 13 41 5 46 111 03:30 PM 18 41 59 2 16 18 48 1 49 126 03:45 PM 6 41 47 2 14 16 40 3 43 106 Total 46 181 227 10 53 63 152 12 164 454 04:00 PM 7 40 47 3 12 15 39 3 42 104 04:15 PM 9 36 45 2 19 21 33 4 37 103 04:30 PM 8 32 40 0 15 15 31 1 32 87 04:45 PM 11 35 46 1 12 13 37 3 40 99 Total 35 143 178 6 58 64 140 11 151 393 05:00 PM 5 27 32 2 10 12 44 1 45 89 05:15 PM 11 41 52 0 18 18 24 0 24 94 Grand Total 120 499 619 20 166 186 460 27 487 1292 Apprch %19.4 80.6 10.8 89.2 94.5 5.5 Total %9.3 38.6 47.9 1.5 12.8 14.4 35.6 2.1 37.7 Madison Street Southbound Airport Boulevard Westbound Madison Street Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 12 55 67 0 8 8 50 1 51 126 02:45 PM 11 52 63 2 19 21 50 2 52 136 03:00 PM 15 54 69 4 12 16 23 3 26 111 03:15 PM 7 45 52 2 11 13 41 5 46 111 Total Volume 45 206 251 8 50 58 164 11 175 484 % App. Total 17.9 82.1 13.8 86.2 93.7 6.3 PHF .750 .936 .909 .500 .658 .690 .820 .550 .841 .890 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-7 File Name : 02_LQA_Madison_Airport PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Madison Street E/W: Airport Boulevard Weather: Clear Madison Street Airport Boulevard Madison Street Thru 206 Left 45 InOut Total 214 251 465 Right50 Left8 OutTotalIn56 58 114 Thru 164 Right 11 Out TotalIn 214 175 389 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:30 PM 03:30 PM 03:15 PM +0 mins.12 55 67 2 16 18 41 5 46 +15 mins.11 52 63 2 14 16 48 1 49 +30 mins.15 54 69 3 12 15 40 3 43 +45 mins.7 45 52 2 19 21 39 3 42 Total Volume 45 206 251 9 61 70 168 12 180 % App. Total 17.9 82.1 12.9 87.1 93.3 6.7 PHF .750 .936 .909 .750 .803 .833 .875 .600 .918 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-8 File Name : 03_LQA_Madison_Ave 54 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 54 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 54 Westbound Madison Street Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 11 12 6 29 17 30 2 49 14 16 1 31 0 12 23 35 144 06:15 AM 2 3 3 8 4 20 4 28 22 13 2 37 0 18 13 31 104 06:30 AM 7 22 0 29 3 31 6 40 16 11 3 30 1 19 19 39 138 06:45 AM 7 23 5 35 10 25 6 41 24 17 2 43 0 25 48 73 192 Total 27 60 14 101 34 106 18 158 76 57 8 141 1 74 103 178 578 07:00 AM 4 13 4 21 9 34 3 46 21 21 1 43 0 19 29 48 158 07:15 AM 6 22 1 29 1 17 8 26 23 28 1 52 1 22 31 54 161 07:30 AM 5 17 1 23 0 22 7 29 45 21 2 68 0 25 29 54 174 07:45 AM 14 19 4 37 5 21 6 32 30 27 0 57 3 30 48 81 207 Total 29 71 10 110 15 94 24 133 119 97 4 220 4 96 137 237 700 08:00 AM 9 21 2 32 1 30 4 35 20 27 0 47 2 23 38 63 177 08:15 AM 4 12 3 19 4 28 2 34 26 26 1 53 0 20 52 72 178 Grand Total 69 164 29 262 54 258 48 360 241 207 13 461 7 213 330 550 1633 Apprch %26.3 62.6 11.1 15 71.7 13.3 52.3 44.9 2.8 1.3 38.7 60 Total %4.2 10 1.8 16 3.3 15.8 2.9 22 14.8 12.7 0.8 28.2 0.4 13 20.2 33.7 Madison Street Southbound Avenue 54 Westbound Madison Street Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 5 17 1 23 0 22 7 29 45 21 2 68 0 25 29 54 174 07:45 AM 14 19 4 37 5 21 6 32 30 27 0 57 3 30 48 81 207 08:00 AM 9 21 2 32 1 30 4 35 20 27 0 47 2 23 38 63 177 08:15 AM 4 12 3 19 4 28 2 34 26 26 1 53 0 20 52 72 178 Total Volume 32 69 10 111 10 101 19 130 121 101 3 225 5 98 167 270 736 % App. Total 28.8 62.2 9 7.7 77.7 14.6 53.8 44.9 1.3 1.9 36.3 61.9 PHF .571 .821 .625 .750 .500 .842 .679 .929 .672 .935 .375 .827 .417 .817 .803 .833 .889 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-9 File Name : 03_LQA_Madison_Ave 54 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 54 Weather: Clear Madison Street Avenue 54 Avenue 54 Madison Street Right 10 Thru 69 Left 32 InOut Total 125 111 236 Right19 Thru101 Left10 OutTotalIn133 130 263 Left 121 Thru 101 Right 3 Out TotalIn 246 225 471 Left5 Thru98 Right167 TotalOutIn232 270 502 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 06:00 AM 07:30 AM 07:30 AM +0 mins.6 22 1 29 17 30 2 49 45 21 2 68 0 25 29 54 +15 mins.5 17 1 23 4 20 4 28 30 27 0 57 3 30 48 81 +30 mins.14 19 4 37 3 31 6 40 20 27 0 47 2 23 38 63 +45 mins.9 21 2 32 10 25 6 41 26 26 1 53 0 20 52 72 Total Volume 34 79 8 121 34 106 18 158 121 101 3 225 5 98 167 270 % App. Total 28.1 65.3 6.6 21.5 67.1 11.4 53.8 44.9 1.3 1.9 36.3 61.9 PHF .607 .898 .500 .818 .500 .855 .750 .806 .672 .935 .375 .827 .417 .817 .803 .833 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-10 File Name : 03_LQA_Madison_Ave 54 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 54 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 54 Westbound Madison Street Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 3 23 4 30 5 25 7 37 25 38 2 65 1 59 55 115 247 02:45 PM 6 15 0 21 3 27 4 34 40 40 13 93 0 38 47 85 233 Total 9 38 4 51 8 52 11 71 65 78 15 158 1 97 102 200 480 03:00 PM 2 20 0 22 2 13 6 21 22 31 21 74 1 32 48 81 198 03:15 PM 4 16 5 25 4 19 9 32 36 23 7 66 2 30 41 73 196 03:30 PM 7 26 8 41 3 19 6 28 37 42 6 85 1 27 43 71 225 03:45 PM 2 21 3 26 0 16 7 23 40 21 5 66 0 33 33 66 181 Total 15 83 16 114 9 67 28 104 135 117 39 291 4 122 165 291 800 04:00 PM 1 19 1 21 0 18 3 21 30 29 4 63 3 29 35 67 172 04:15 PM 2 10 0 12 3 27 11 41 34 21 0 55 1 19 32 52 160 04:30 PM 6 21 2 29 3 14 9 26 22 27 3 52 0 23 26 49 156 04:45 PM 2 18 1 21 1 15 11 27 17 31 5 53 1 18 28 47 148 Total 11 68 4 83 7 74 34 115 103 108 12 223 5 89 121 215 636 05:00 PM 7 16 1 24 0 18 11 29 25 28 3 56 2 22 17 41 150 05:15 PM 4 17 2 23 2 17 8 27 24 20 5 49 1 24 36 61 160 Grand Total 46 222 27 295 26 228 92 346 352 351 74 777 13 354 441 808 2226 Apprch %15.6 75.3 9.2 7.5 65.9 26.6 45.3 45.2 9.5 1.6 43.8 54.6 Total %2.1 10 1.2 13.3 1.2 10.2 4.1 15.5 15.8 15.8 3.3 34.9 0.6 15.9 19.8 36.3 Madison Street Southbound Avenue 54 Westbound Madison Street Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 3 23 4 30 5 25 7 37 25 38 2 65 1 59 55 115 247 02:45 PM 6 15 0 21 3 27 4 34 40 40 13 93 0 38 47 85 233 03:00 PM 2 20 0 22 2 13 6 21 22 31 21 74 1 32 48 81 198 03:15 PM 4 16 5 25 4 19 9 32 36 23 7 66 2 30 41 73 196 Total Volume 15 74 9 98 14 84 26 124 123 132 43 298 4 159 191 354 874 % App. Total 15.3 75.5 9.2 11.3 67.7 21 41.3 44.3 14.4 1.1 44.9 54 PHF .625 .804 .450 .817 .700 .778 .722 .838 .769 .825 .512 .801 .500 .674 .868 .770 .885 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-11 File Name : 03_LQA_Madison_Ave 54 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 54 Weather: Clear Madison Street Avenue 54 Avenue 54 Madison Street Right 9 Thru 74 Left 15 InOut Total 162 98 260 Right26 Thru84 Left14 OutTotalIn217 124 341 Left 123 Thru 132 Right 43 Out TotalIn 279 298 577 Left4 Thru159 Right191 TotalOutIn216 354 570 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:00 PM 02:30 PM 02:45 PM 02:30 PM +0 mins.2 20 0 22 5 25 7 37 40 40 13 93 1 59 55 115 +15 mins.4 16 5 25 3 27 4 34 22 31 21 74 0 38 47 85 +30 mins.7 26 8 41 2 13 6 21 36 23 7 66 1 32 48 81 +45 mins.2 21 3 26 4 19 9 32 37 42 6 85 2 30 41 73 Total Volume 15 83 16 114 14 84 26 124 135 136 47 318 4 159 191 354 % App. Total 13.2 72.8 14 11.3 67.7 21 42.5 42.8 14.8 1.1 44.9 54 PHF .536 .798 .500 .695 .700 .778 .722 .838 .844 .810 .560 .855 .500 .674 .868 .770 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-12 File Name : 04_LQA_Madison_Ave 52 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 52 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 52 Westbound Madison Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 3 12 6 21 4 48 4 56 6 10 3 19 4 22 8 34 130 06:15 AM 3 12 4 19 0 49 4 53 3 14 0 17 3 29 0 32 121 06:30 AM 3 19 3 25 6 55 7 68 12 6 1 19 2 32 4 38 150 06:45 AM 5 23 6 34 6 45 3 54 10 12 2 24 10 53 6 69 181 Total 14 66 19 99 16 197 18 231 31 42 6 79 19 136 18 173 582 07:00 AM 3 14 3 20 1 42 3 46 9 15 0 24 8 37 6 51 141 07:15 AM 4 26 9 39 1 43 10 54 15 18 3 36 10 68 4 82 211 07:30 AM 6 17 6 29 0 52 3 55 9 18 2 29 10 56 5 71 184 07:45 AM 8 31 3 42 5 55 13 73 14 19 2 35 15 62 5 82 232 Total 21 88 21 130 7 192 29 228 47 70 7 124 43 223 20 286 768 08:00 AM 7 14 2 23 4 52 7 63 11 20 1 32 10 43 6 59 177 08:15 AM 5 14 2 21 4 55 5 64 7 22 1 30 11 56 3 70 185 Grand Total 47 182 44 273 31 496 59 586 96 154 15 265 83 458 47 588 1712 Apprch %17.2 66.7 16.1 5.3 84.6 10.1 36.2 58.1 5.7 14.1 77.9 8 Total %2.7 10.6 2.6 15.9 1.8 29 3.4 34.2 5.6 9 0.9 15.5 4.8 26.8 2.7 34.3 Madison Street Southbound Avenue 52 Westbound Madison Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 4 26 9 39 1 43 10 54 15 18 3 36 10 68 4 82 211 07:30 AM 6 17 6 29 0 52 3 55 9 18 2 29 10 56 5 71 184 07:45 AM 8 31 3 42 5 55 13 73 14 19 2 35 15 62 5 82 232 08:00 AM 7 14 2 23 4 52 7 63 11 20 1 32 10 43 6 59 177 Total Volume 25 88 20 133 10 202 33 245 49 75 8 132 45 229 20 294 804 % App. Total 18.8 66.2 15 4.1 82.4 13.5 37.1 56.8 6.1 15.3 77.9 6.8 PHF .781 .710 .556 .792 .500 .918 .635 .839 .817 .938 .667 .917 .750 .842 .833 .896 .866 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-13 File Name : 04_LQA_Madison_Ave 52 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 52 Weather: Clear Madison Street Avenue 52 Avenue 52 Madison Street Right 20 Thru 88 Left 25 InOut Total 153 133 286 Right33 Thru202 Left10 OutTotalIn262 245 507 Left 49 Thru 75 Right 8 Out TotalIn 118 132 250 Left45 Thru229 Right20 TotalOutIn271 294 565 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:30 AM 07:15 AM 07:15 AM +0 mins.4 26 9 39 0 52 3 55 15 18 3 36 10 68 4 82 +15 mins.6 17 6 29 5 55 13 73 9 18 2 29 10 56 5 71 +30 mins.8 31 3 42 4 52 7 63 14 19 2 35 15 62 5 82 +45 mins.7 14 2 23 4 55 5 64 11 20 1 32 10 43 6 59 Total Volume 25 88 20 133 13 214 28 255 49 75 8 132 45 229 20 294 % App. Total 18.8 66.2 15 5.1 83.9 11 37.1 56.8 6.1 15.3 77.9 6.8 PHF .781 .710 .556 .792 .650 .973 .538 .873 .817 .938 .667 .917 .750 .842 .833 .896 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-14 File Name : 04_LQA_Madison_Ave 52 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 52 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 52 Westbound Madison Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 9 23 6 38 1 51 8 60 14 32 2 48 15 95 7 117 263 02:45 PM 3 13 4 20 0 51 9 60 17 26 1 44 13 77 6 96 220 Total 12 36 10 58 1 102 17 120 31 58 3 92 28 172 13 213 483 03:00 PM 5 20 6 31 1 49 8 58 5 25 7 37 17 56 1 74 200 03:15 PM 9 23 7 39 0 56 7 63 7 25 2 34 6 70 7 83 219 03:30 PM 11 33 3 47 0 44 5 49 13 35 1 49 8 73 9 90 235 03:45 PM 8 13 4 25 2 47 8 57 12 14 2 28 6 58 4 68 178 Total 33 89 20 142 3 196 28 227 37 99 12 148 37 257 21 315 832 04:00 PM 6 18 6 30 1 35 7 43 11 24 1 36 5 44 3 52 161 04:15 PM 8 10 5 23 1 86 10 97 7 25 1 33 8 50 1 59 212 04:30 PM 1 26 5 32 2 47 6 55 3 33 0 36 13 58 4 75 198 04:45 PM 7 19 15 41 1 68 9 78 13 28 1 42 12 53 2 67 228 Total 22 73 31 126 5 236 32 273 34 110 3 147 38 205 10 253 799 05:00 PM 8 19 7 34 2 60 6 68 8 34 0 42 9 66 1 76 220 05:15 PM 3 21 9 33 1 62 6 69 6 20 1 27 5 70 1 76 205 Grand Total 78 238 77 393 12 656 89 757 116 321 19 456 117 770 46 933 2539 Apprch %19.8 60.6 19.6 1.6 86.7 11.8 25.4 70.4 4.2 12.5 82.5 4.9 Total %3.1 9.4 3 15.5 0.5 25.8 3.5 29.8 4.6 12.6 0.7 18 4.6 30.3 1.8 36.7 Madison Street Southbound Avenue 52 Westbound Madison Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 9 23 6 38 1 51 8 60 14 32 2 48 15 95 7 117 263 02:45 PM 3 13 4 20 0 51 9 60 17 26 1 44 13 77 6 96 220 03:00 PM 5 20 6 31 1 49 8 58 5 25 7 37 17 56 1 74 200 03:15 PM 9 23 7 39 0 56 7 63 7 25 2 34 6 70 7 83 219 Total Volume 26 79 23 128 2 207 32 241 43 108 12 163 51 298 21 370 902 % App. Total 20.3 61.7 18 0.8 85.9 13.3 26.4 66.3 7.4 13.8 80.5 5.7 PHF .722 .859 .821 .821 .500 .924 .889 .956 .632 .844 .429 .849 .750 .784 .750 .791 .857 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-15 File Name : 04_LQA_Madison_Ave 52 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 52 Weather: Clear Madison Street Avenue 52 Avenue 52 Madison Street Right 23 Thru 79 Left 26 InOut Total 191 128 319 Right32 Thru207 Left2 OutTotalIn336 241 577 Left 43 Thru 108 Right 12 Out TotalIn 102 163 265 Left51 Thru298 Right21 TotalOutIn273 370 643 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:00 PM 04:15 PM 02:45 PM 02:30 PM +0 mins.5 20 6 31 1 86 10 97 17 26 1 44 15 95 7 117 +15 mins.9 23 7 39 2 47 6 55 5 25 7 37 13 77 6 96 +30 mins.11 33 3 47 1 68 9 78 7 25 2 34 17 56 1 74 +45 mins.8 13 4 25 2 60 6 68 13 35 1 49 6 70 7 83 Total Volume 33 89 20 142 6 261 31 298 42 111 11 164 51 298 21 370 % App. Total 23.2 62.7 14.1 2 87.6 10.4 25.6 67.7 6.7 13.8 80.5 5.7 PHF .750 .674 .714 .755 .750 .759 .775 .768 .618 .793 .393 .837 .750 .784 .750 .791 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-16 File Name : 05_LQA_Madison_Ave 50 AM Site Code : 05119233 Start Date : 4/9/2019 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 50 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 50 Westbound Madison Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 4 13 2 19 3 23 1 27 3 16 0 19 0 15 2 17 82 06:15 AM 3 24 5 32 4 28 7 39 3 17 1 21 2 16 2 20 112 06:30 AM 4 31 3 38 4 62 6 72 13 21 1 35 1 29 7 37 182 06:45 AM 0 42 3 45 4 64 6 74 10 25 4 39 7 34 16 57 215 Total 11 110 13 134 15 177 20 212 29 79 6 114 10 94 27 131 591 07:00 AM 3 32 8 43 5 54 7 66 13 19 3 35 7 30 5 42 186 07:15 AM 6 31 11 48 2 48 5 55 17 37 5 59 7 27 8 42 204 07:30 AM 9 33 14 56 7 61 3 71 17 36 8 61 8 50 7 65 253 07:45 AM 8 41 16 65 3 48 3 54 16 25 6 47 6 75 20 101 267 Total 26 137 49 212 17 211 18 246 63 117 22 202 28 182 40 250 910 08:00 AM 3 26 17 46 7 72 4 83 24 38 2 64 10 55 13 78 271 08:15 AM 3 31 18 52 4 60 6 70 15 28 7 50 21 67 12 100 272 Grand Total 43 304 97 444 43 520 48 611 131 262 37 430 69 398 92 559 2044 Apprch %9.7 68.5 21.8 7 85.1 7.9 30.5 60.9 8.6 12.3 71.2 16.5 Total %2.1 14.9 4.7 21.7 2.1 25.4 2.3 29.9 6.4 12.8 1.8 21 3.4 19.5 4.5 27.3 Madison Street Southbound Avenue 50 Westbound Madison Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 9 33 14 56 7 61 3 71 17 36 8 61 8 50 7 65 253 07:45 AM 8 41 16 65 3 48 3 54 16 25 6 47 6 75 20 101 267 08:00 AM 3 26 17 46 7 72 4 83 24 38 2 64 10 55 13 78 271 08:15 AM 3 31 18 52 4 60 6 70 15 28 7 50 21 67 12 100 272 Total Volume 23 131 65 219 21 241 16 278 72 127 23 222 45 247 52 344 1063 % App. Total 10.5 59.8 29.7 7.6 86.7 5.8 32.4 57.2 10.4 13.1 71.8 15.1 PHF .639 .799 .903 .842 .750 .837 .667 .837 .750 .836 .719 .867 .536 .823 .650 .851 .977 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-17 File Name : 05_LQA_Madison_Ave 50 AM Site Code : 05119233 Start Date : 4/9/2019 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 50 Weather: Clear Madison Street Avenue 50 Avenue 50 Madison Street Right 65 Thru 131 Left 23 InOut Total 188 219 407 Right16 Thru241 Left21 OutTotalIn293 278 571 Left 72 Thru 127 Right 23 Out TotalIn 204 222 426 Left45 Thru247 Right52 TotalOutIn378 344 722 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:15 AM 07:30 AM +0 mins.9 33 14 56 7 61 3 71 17 37 5 59 8 50 7 65 +15 mins.8 41 16 65 3 48 3 54 17 36 8 61 6 75 20 101 +30 mins.3 26 17 46 7 72 4 83 16 25 6 47 10 55 13 78 +45 mins.3 31 18 52 4 60 6 70 24 38 2 64 21 67 12 100 Total Volume 23 131 65 219 21 241 16 278 74 136 21 231 45 247 52 344 % App. Total 10.5 59.8 29.7 7.6 86.7 5.8 32 58.9 9.1 13.1 71.8 15.1 PHF .639 .799 .903 .842 .750 .837 .667 .837 .771 .895 .656 .902 .536 .823 .650 .851 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-18 File Name : 05_LQA_Madison_Ave 50 AM Site Code : 05119233 Start Date : 4/9/2019 Page No : 3 City of La Quinta N/S: Madison Street E/W: Avenue 50 Weather: Clear Madison Street Avenue 50 Avenue 50 Madison Street Right 65 Thru 131 Left 23 In - Peak Hour: 07:30 AM 219 Right16 Thru241 Left21 In - Peak Hour: 07:30 AM278 Left 74 Thru 136 Right 21 In - Peak Hour: 07:15 AM 231 Left45 Thru247 Right52 In - Peak Hour: 07:30 AM344 Total Volume Peak Hour Data North Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-19 File Name : 05_LQA_Madison_Ave 50 PM Site Code : 05119233 Start Date : 4/9/2019 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 50 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 50 Westbound Madison Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 12 31 17 60 7 38 6 51 24 61 11 96 18 66 31 115 322 02:45 PM 17 33 11 61 6 51 7 64 20 57 9 86 22 76 25 123 334 Total 29 64 28 121 13 89 13 115 44 118 20 182 40 142 56 238 656 03:00 PM 6 45 4 55 4 41 6 51 26 48 5 79 14 56 26 96 281 03:15 PM 9 27 11 47 2 49 5 56 26 61 5 92 18 76 23 117 312 03:30 PM 6 31 22 59 9 53 10 72 25 72 3 100 8 71 33 112 343 03:45 PM 7 33 11 51 6 55 8 69 15 53 8 76 15 76 42 133 329 Total 28 136 48 212 21 198 29 248 92 234 21 347 55 279 124 458 1265 04:00 PM 9 24 10 43 8 61 7 76 27 48 5 80 10 86 29 125 324 04:15 PM 9 29 9 47 6 52 10 68 28 49 6 83 15 60 20 95 293 04:30 PM 9 23 5 37 8 44 3 55 13 51 7 71 20 86 18 124 287 04:45 PM 7 32 10 49 6 62 8 76 21 31 7 59 8 73 19 100 284 Total 34 108 34 176 28 219 28 275 89 179 25 293 53 305 86 444 1188 05:00 PM 12 26 10 48 5 47 11 63 19 45 7 71 15 74 20 109 291 05:15 PM 12 34 10 56 4 67 16 87 23 34 5 62 11 71 19 101 306 Grand Total 115 368 130 613 71 620 97 788 267 610 78 955 174 871 305 1350 3706 Apprch %18.8 60 21.2 9 78.7 12.3 28 63.9 8.2 12.9 64.5 22.6 Total %3.1 9.9 3.5 16.5 1.9 16.7 2.6 21.3 7.2 16.5 2.1 25.8 4.7 23.5 8.2 36.4 Madison Street Southbound Avenue 50 Westbound Madison Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:15 PM 03:15 PM 9 27 11 47 2 49 5 56 26 61 5 92 18 76 23 117 312 03:30 PM 6 31 22 59 9 53 10 72 25 72 3 100 8 71 33 112 343 03:45 PM 7 33 11 51 6 55 8 69 15 53 8 76 15 76 42 133 329 04:00 PM 9 24 10 43 8 61 7 76 27 48 5 80 10 86 29 125 324 Total Volume 31 115 54 200 25 218 30 273 93 234 21 348 51 309 127 487 1308 % App. Total 15.5 57.5 27 9.2 79.9 11 26.7 67.2 6 10.5 63.4 26.1 PHF .861 .871 .614 .847 .694 .893 .750 .898 .861 .813 .656 .870 .708 .898 .756 .915 .953 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-20 File Name : 05_LQA_Madison_Ave 50 PM Site Code : 05119233 Start Date : 4/9/2019 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 50 Weather: Clear Madison Street Avenue 50 Avenue 50 Madison Street Right 54 Thru 115 Left 31 InOut Total 315 200 515 Right30 Thru218 Left25 OutTotalIn361 273 634 Left 93 Thru 234 Right 21 Out TotalIn 267 348 615 Left51 Thru309 Right127 TotalOutIn365 487 852 Peak Hour Begins at 03:15 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:30 PM 03:30 PM 02:45 PM 03:15 PM +0 mins.12 31 17 60 9 53 10 72 20 57 9 86 18 76 23 117 +15 mins.17 33 11 61 6 55 8 69 26 48 5 79 8 71 33 112 +30 mins.6 45 4 55 8 61 7 76 26 61 5 92 15 76 42 133 +45 mins.9 27 11 47 6 52 10 68 25 72 3 100 10 86 29 125 Total Volume 44 136 43 223 29 221 35 285 97 238 22 357 51 309 127 487 % App. Total 19.7 61 19.3 10.2 77.5 12.3 27.2 66.7 6.2 10.5 63.4 26.1 PHF .647 .756 .632 .914 .806 .906 .875 .938 .933 .826 .611 .893 .708 .898 .756 .915 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-21 File Name : 05_LQA_Madison_Ave 50 PM Site Code : 05119233 Start Date : 4/9/2019 Page No : 3 City of La Quinta N/S: Madison Street E/W: Avenue 50 Weather: Clear Madison Street Avenue 50 Avenue 50 Madison Street Right 43 Thru 136 Left 44 In - Peak Hour: 02:30 PM 223 Right35 Thru221 Left29 In - Peak Hour: 03:30 PM285 Left 97 Thru 238 Right 22 In - Peak Hour: 02:45 PM 357 Left51 Thru309 Right127 In - Peak Hour: 03:15 PM487 Total Volume Peak Hour Data North Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-22 File Name : 06_LQA_Jefferson_Ave 54 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Jefferson Street/PGA Boulevard E/W: Avenue 54 Weather: Clear Groups Printed- Total Volume Jefferson Street Southbound Avenue 54 Westbound PGA Boulevard Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 25 14 10 49 6 11 30 47 0 5 2 7 4 3 0 7 110 06:15 AM 31 4 3 38 5 3 37 45 0 2 0 2 2 2 1 5 90 06:30 AM 42 6 1 49 8 6 33 47 1 4 3 8 3 0 0 3 107 06:45 AM 63 11 6 80 9 9 37 55 0 10 2 12 3 2 1 6 153 Total 161 35 20 216 28 29 137 194 1 21 7 29 12 7 2 21 460 07:00 AM 45 19 5 69 12 6 43 61 1 13 2 16 2 2 6 10 156 07:15 AM 53 16 6 75 8 1 30 39 0 24 2 26 3 2 1 6 146 07:30 AM 54 18 9 81 5 2 59 66 1 19 2 22 2 3 4 9 178 07:45 AM 83 24 8 115 12 1 42 55 2 17 2 21 4 1 3 8 199 Total 235 77 28 340 37 10 174 221 4 73 8 85 11 8 14 33 679 08:00 AM 40 24 3 67 10 1 43 54 0 26 11 37 1 2 2 5 163 08:15 AM 63 20 1 84 6 0 46 52 1 35 3 39 0 2 2 4 179 Grand Total 499 156 52 707 81 40 400 521 6 155 29 190 24 19 20 63 1481 Apprch %70.6 22.1 7.4 15.5 7.7 76.8 3.2 81.6 15.3 38.1 30.2 31.7 Total %33.7 10.5 3.5 47.7 5.5 2.7 27 35.2 0.4 10.5 2 12.8 1.6 1.3 1.4 4.3 Jefferson Street Southbound Avenue 54 Westbound PGA Boulevard Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 54 18 9 81 5 2 59 66 1 19 2 22 2 3 4 9 178 07:45 AM 83 24 8 115 12 1 42 55 2 17 2 21 4 1 3 8 199 08:00 AM 40 24 3 67 10 1 43 54 0 26 11 37 1 2 2 5 163 08:15 AM 63 20 1 84 6 0 46 52 1 35 3 39 0 2 2 4 179 Total Volume 240 86 21 347 33 4 190 227 4 97 18 119 7 8 11 26 719 % App. Total 69.2 24.8 6.1 14.5 1.8 83.7 3.4 81.5 15.1 26.9 30.8 42.3 PHF .723 .896 .583 .754 .688 .500 .805 .860 .500 .693 .409 .763 .438 .667 .688 .722 .903 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-23 File Name : 06_LQA_Jefferson_Ave 54 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Jefferson Street/PGA Boulevard E/W: Avenue 54 Weather: Clear Jefferson Street Avenue 54 Avenue 54 PGA Boulevard Right 21 Thru 86 Left 240 InOut Total 294 347 641 Right190 Thru4 Left33 OutTotalIn266 227 493 Left 4 Thru 97 Right 18 Out TotalIn 130 119 249 Left7 Thru8 Right11 TotalOutIn29 26 55 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:30 AM 07:00 AM +0 mins.54 18 9 81 5 2 59 66 1 19 2 22 2 2 6 10 +15 mins.83 24 8 115 12 1 42 55 2 17 2 21 3 2 1 6 +30 mins.40 24 3 67 10 1 43 54 0 26 11 37 2 3 4 9 +45 mins.63 20 1 84 6 0 46 52 1 35 3 39 4 1 3 8 Total Volume 240 86 21 347 33 4 190 227 4 97 18 119 11 8 14 33 % App. Total 69.2 24.8 6.1 14.5 1.8 83.7 3.4 81.5 15.1 33.3 24.2 42.4 PHF .723 .896 .583 .754 .688 .500 .805 .860 .500 .693 .409 .763 .688 .667 .583 .825 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-24 File Name : 06_LQA_Jefferson_Ave 54 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Jefferson Street/PGA Boulevard E/W: Avenue 54 Weather: Clear Groups Printed- Total Volume Jefferson Street Southbound Avenue 54 Westbound PGA Boulevard Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 89 26 1 116 3 5 43 51 2 31 17 50 12 13 0 25 242 02:45 PM 70 24 0 94 4 1 60 65 2 25 6 33 6 2 1 9 201 Total 159 50 1 210 7 6 103 116 4 56 23 83 18 15 1 34 443 03:00 PM 73 20 1 94 2 0 31 33 1 37 10 48 4 2 1 7 182 03:15 PM 56 17 0 73 6 2 51 59 0 21 8 29 2 2 0 4 165 03:30 PM 62 26 1 89 6 5 51 62 1 20 3 24 6 9 2 17 192 03:45 PM 56 20 0 76 7 5 46 58 0 35 4 39 6 6 0 12 185 Total 247 83 2 332 21 12 179 212 2 113 25 140 18 19 3 40 724 04:00 PM 53 21 1 75 4 1 44 49 0 16 12 28 3 1 1 5 157 04:15 PM 40 24 2 66 4 0 54 58 0 21 4 25 1 0 0 1 150 04:30 PM 44 17 0 61 2 1 37 40 0 23 6 29 0 3 0 3 133 04:45 PM 40 13 1 54 3 0 28 31 0 12 3 15 0 0 1 1 101 Total 177 75 4 256 13 2 163 178 0 72 25 97 4 4 2 10 541 05:00 PM 41 13 0 54 3 0 41 44 0 20 6 26 0 0 0 0 124 05:15 PM 52 19 0 71 3 0 40 43 2 11 2 15 2 2 0 4 133 Grand Total 676 240 7 923 47 20 526 593 8 272 81 361 42 40 6 88 1965 Apprch %73.2 26 0.8 7.9 3.4 88.7 2.2 75.3 22.4 47.7 45.5 6.8 Total %34.4 12.2 0.4 47 2.4 1 26.8 30.2 0.4 13.8 4.1 18.4 2.1 2 0.3 4.5 Jefferson Street Southbound Avenue 54 Westbound PGA Boulevard Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 89 26 1 116 3 5 43 51 2 31 17 50 12 13 0 25 242 02:45 PM 70 24 0 94 4 1 60 65 2 25 6 33 6 2 1 9 201 03:00 PM 73 20 1 94 2 0 31 33 1 37 10 48 4 2 1 7 182 03:15 PM 56 17 0 73 6 2 51 59 0 21 8 29 2 2 0 4 165 Total Volume 288 87 2 377 15 8 185 208 5 114 41 160 24 19 2 45 790 % App. Total 76.4 23.1 0.5 7.2 3.8 88.9 3.1 71.2 25.6 53.3 42.2 4.4 PHF .809 .837 .500 .813 .625 .400 .771 .800 .625 .770 .603 .800 .500 .365 .500 .450 .816 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-25 File Name : 06_LQA_Jefferson_Ave 54 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Jefferson Street/PGA Boulevard E/W: Avenue 54 Weather: Clear Jefferson Street Avenue 54 Avenue 54 PGA Boulevard Right 2 Thru 87 Left 288 InOut Total 323 377 700 Right185 Thru8 Left15 OutTotalIn348 208 556 Left 5 Thru 114 Right 41 Out TotalIn 104 160 264 Left24 Thru19 Right2 TotalOutIn15 45 60 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:30 PM 03:15 PM 02:30 PM 02:30 PM +0 mins.89 26 1 116 6 2 51 59 2 31 17 50 12 13 0 25 +15 mins.70 24 0 94 6 5 51 62 2 25 6 33 6 2 1 9 +30 mins.73 20 1 94 7 5 46 58 1 37 10 48 4 2 1 7 +45 mins.56 17 0 73 4 1 44 49 0 21 8 29 2 2 0 4 Total Volume 288 87 2 377 23 13 192 228 5 114 41 160 24 19 2 45 % App. Total 76.4 23.1 0.5 10.1 5.7 84.2 3.1 71.2 25.6 53.3 42.2 4.4 PHF .809 .837 .500 .813 .821 .650 .941 .919 .625 .770 .603 .800 .500 .365 .500 .450 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-26 File Name : 10_LQA_Jefferson_Ave 52 AM Site Code : 05119315 Start Date : 5/7/2019 Page No : 1 City of La Quinta N/S: Jefferson Street E/W: Avenue 52 Weather: Clear Groups Printed- Total Volume Jefferson Street Southbound Avenue 52 Westbound Jefferson Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 7 33 5 45 1 18 17 36 23 18 2 43 14 24 20 58 182 06:15 AM 5 34 6 45 1 28 28 57 28 39 0 67 10 17 27 54 223 06:30 AM 12 52 5 69 3 46 36 85 34 29 2 65 10 48 49 107 326 06:45 AM 18 53 8 79 1 43 46 90 34 47 6 87 19 30 45 94 350 Total 42 172 24 238 6 135 127 268 119 133 10 262 53 119 141 313 1081 07:00 AM 23 60 10 93 0 49 42 91 36 53 3 92 15 39 33 87 363 07:15 AM 40 68 9 117 0 49 59 108 41 64 5 110 20 55 38 113 448 07:30 AM 20 73 8 101 0 56 70 126 33 67 5 105 26 77 57 160 492 07:45 AM 21 79 10 110 3 58 54 115 36 64 0 100 26 72 47 145 470 Total 104 280 37 421 3 212 225 440 146 248 13 407 87 243 175 505 1773 08:00 AM 39 61 15 115 1 59 31 91 43 65 4 112 15 47 47 109 427 08:15 AM 23 61 10 94 2 67 46 115 23 47 3 73 23 62 57 142 424 Grand Total 208 574 86 868 12 473 429 914 331 493 30 854 178 471 420 1069 3705 Apprch %24 66.1 9.9 1.3 51.8 46.9 38.8 57.7 3.5 16.7 44.1 39.3 Total %5.6 15.5 2.3 23.4 0.3 12.8 11.6 24.7 8.9 13.3 0.8 23 4.8 12.7 11.3 28.9 Jefferson Street Southbound Avenue 52 Westbound Jefferson Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 40 68 9 117 0 49 59 108 41 64 5 110 20 55 38 113 448 07:30 AM 20 73 8 101 0 56 70 126 33 67 5 105 26 77 57 160 492 07:45 AM 21 79 10 110 3 58 54 115 36 64 0 100 26 72 47 145 470 08:00 AM 39 61 15 115 1 59 31 91 43 65 4 112 15 47 47 109 427 Total Volume 120 281 42 443 4 222 214 440 153 260 14 427 87 251 189 527 1837 % App. Total 27.1 63.4 9.5 0.9 50.5 48.6 35.8 60.9 3.3 16.5 47.6 35.9 PHF .750 .889 .700 .947 .333 .941 .764 .873 .890 .970 .700 .953 .837 .815 .829 .823 .933 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-27 File Name : 10_LQA_Jefferson_Ave 52 AM Site Code : 05119315 Start Date : 5/7/2019 Page No : 2 City of La Quinta N/S: Jefferson Street E/W: Avenue 52 Weather: Clear Jefferson Street Avenue 52 Avenue 52 Jefferson Street Right 42 Thru 281 Left 120 InOut Total 561 443 1004 Right214 Thru222 Left4 OutTotalIn385 440 825 Left 153 Thru 260 Right 14 Out TotalIn 474 427 901 Left87 Thru251 Right189 TotalOutIn417 527 944 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:30 AM 07:15 AM 07:30 AM +0 mins.40 68 9 117 0 56 70 126 41 64 5 110 26 77 57 160 +15 mins.20 73 8 101 3 58 54 115 33 67 5 105 26 72 47 145 +30 mins.21 79 10 110 1 59 31 91 36 64 0 100 15 47 47 109 +45 mins.39 61 15 115 2 67 46 115 43 65 4 112 23 62 57 142 Total Volume 120 281 42 443 6 240 201 447 153 260 14 427 90 258 208 556 % App. Total 27.1 63.4 9.5 1.3 53.7 45 35.8 60.9 3.3 16.2 46.4 37.4 PHF .750 .889 .700 .947 .500 .896 .718 .887 .890 .970 .700 .953 .865 .838 .912 .869 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-28 File Name : 10_LQA_Jefferson_Ave 52 PM Site Code : 05119315 Start Date : 5/7/2019 Page No : 1 City of La Quinta N/S: Jefferson Street E/W: Avenue 52 Weather: Clear Groups Printed- Total Volume Jefferson Street Southbound Avenue 52 Westbound Jefferson Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 27 84 21 132 3 57 47 107 24 106 12 142 16 71 66 153 534 02:45 PM 34 75 11 120 8 48 51 107 29 93 18 140 12 52 56 120 487 Total 61 159 32 252 11 105 98 214 53 199 30 282 28 123 122 273 1021 03:00 PM 21 76 25 122 3 51 35 89 36 91 15 142 19 55 48 122 475 03:15 PM 21 77 35 133 0 69 48 117 34 78 9 121 19 41 48 108 479 03:30 PM 24 69 21 114 1 56 58 115 27 104 12 143 16 55 60 131 503 03:45 PM 27 84 23 134 0 73 48 121 29 73 9 111 10 39 60 109 475 Total 93 306 104 503 4 249 189 442 126 346 45 517 64 190 216 470 1932 04:00 PM 29 62 20 111 1 38 29 68 39 69 4 112 13 54 51 118 409 04:15 PM 34 79 31 144 3 59 41 103 40 76 13 129 24 46 45 115 491 04:30 PM 25 74 16 115 2 59 32 93 30 62 13 105 13 70 44 127 440 04:45 PM 14 54 39 107 1 63 37 101 40 59 16 115 16 62 40 118 441 Total 102 269 106 477 7 219 139 365 149 266 46 461 66 232 180 478 1781 05:00 PM 24 77 29 130 1 50 28 79 26 65 11 102 21 87 32 140 451 05:15 PM 22 69 17 108 2 62 45 109 41 61 9 111 12 60 48 120 448 Grand Total 302 880 288 1470 25 685 499 1209 395 937 141 1473 191 692 598 1481 5633 Apprch %20.5 59.9 19.6 2.1 56.7 41.3 26.8 63.6 9.6 12.9 46.7 40.4 Total %5.4 15.6 5.1 26.1 0.4 12.2 8.9 21.5 7 16.6 2.5 26.1 3.4 12.3 10.6 26.3 Jefferson Street Southbound Avenue 52 Westbound Jefferson Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 27 84 21 132 3 57 47 107 24 106 12 142 16 71 66 153 534 02:45 PM 34 75 11 120 8 48 51 107 29 93 18 140 12 52 56 120 487 03:00 PM 21 76 25 122 3 51 35 89 36 91 15 142 19 55 48 122 475 03:15 PM 21 77 35 133 0 69 48 117 34 78 9 121 19 41 48 108 479 Total Volume 103 312 92 507 14 225 181 420 123 368 54 545 66 219 218 503 1975 % App. Total 20.3 61.5 18.1 3.3 53.6 43.1 22.6 67.5 9.9 13.1 43.5 43.3 PHF .757 .929 .657 .953 .438 .815 .887 .897 .854 .868 .750 .960 .868 .771 .826 .822 .925 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-29 File Name : 10_LQA_Jefferson_Ave 52 PM Site Code : 05119315 Start Date : 5/7/2019 Page No : 2 City of La Quinta N/S: Jefferson Street E/W: Avenue 52 Weather: Clear Jefferson Street Avenue 52 Avenue 52 Jefferson Street Right 92 Thru 312 Left 103 InOut Total 615 507 1122 Right181 Thru225 Left14 OutTotalIn376 420 796 Left 123 Thru 368 Right 54 Out TotalIn 544 545 1089 Left66 Thru219 Right218 TotalOutIn440 503 943 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:30 PM 03:00 PM 02:45 PM 04:30 PM +0 mins.27 84 21 132 3 51 35 89 29 93 18 140 13 70 44 127 +15 mins.34 75 11 120 0 69 48 117 36 91 15 142 16 62 40 118 +30 mins.21 76 25 122 1 56 58 115 34 78 9 121 21 87 32 140 +45 mins.21 77 35 133 0 73 48 121 27 104 12 143 12 60 48 120 Total Volume 103 312 92 507 4 249 189 442 126 366 54 546 62 279 164 505 % App. Total 20.3 61.5 18.1 0.9 56.3 42.8 23.1 67 9.9 12.3 55.2 32.5 PHF .757 .929 .657 .953 .333 .853 .815 .913 .875 .880 .750 .955 .738 .802 .854 .902 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-30 File Name : 09_LQA_Jefferson_Pomelo AM Site Code : 05119315 Start Date : 5/7/2019 Page No : 1 City of La Quinta N/S: Jefferson Street E/W: Pomelo Weather: Clear Groups Printed- Total Volume Jefferson Street Southbound Pomelo Westbound Jefferson Street Northbound Pomelo Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 4 48 1 53 0 0 4 4 1 47 0 48 1 0 1 2 107 06:15 AM 3 47 0 50 0 0 1 1 1 72 0 73 3 0 1 4 128 06:30 AM 3 68 6 77 1 0 1 2 2 73 2 77 4 0 0 4 160 06:45 AM 5 93 10 108 1 0 0 1 0 103 8 111 3 0 0 3 223 Total 15 256 17 288 2 0 6 8 4 295 10 309 11 0 2 13 618 07:00 AM 11 88 12 111 0 0 2 2 4 111 2 117 5 0 2 7 237 07:15 AM 10 114 6 130 0 0 2 2 3 136 5 144 7 0 0 7 283 07:30 AM 4 125 10 139 1 0 2 3 2 150 2 154 8 0 1 9 305 07:45 AM 12 104 14 130 1 0 4 5 3 134 3 140 6 0 0 6 281 Total 37 431 42 510 2 0 10 12 12 531 12 555 26 0 3 29 1106 08:00 AM 7 115 11 133 2 0 3 5 2 117 0 119 6 0 1 7 264 08:15 AM 11 101 9 121 0 0 7 7 3 108 2 113 13 0 1 14 255 Grand Total 70 903 79 1052 6 0 26 32 21 1051 24 1096 56 0 7 63 2243 Apprch %6.7 85.8 7.5 18.8 0 81.2 1.9 95.9 2.2 88.9 0 11.1 Total %3.1 40.3 3.5 46.9 0.3 0 1.2 1.4 0.9 46.9 1.1 48.9 2.5 0 0.3 2.8 Jefferson Street Southbound Pomelo Westbound Jefferson Street Northbound Pomelo Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 10 114 6 130 0 0 2 2 3 136 5 144 7 0 0 7 283 07:30 AM 4 125 10 139 1 0 2 3 2 150 2 154 8 0 1 9 305 07:45 AM 12 104 14 130 1 0 4 5 3 134 3 140 6 0 0 6 281 08:00 AM 7 115 11 133 2 0 3 5 2 117 0 119 6 0 1 7 264 Total Volume 33 458 41 532 4 0 11 15 10 537 10 557 27 0 2 29 1133 % App. Total 6.2 86.1 7.7 26.7 0 73.3 1.8 96.4 1.8 93.1 0 6.9 PHF .688 .916 .732 .957 .500 .000 .688 .750 .833 .895 .500 .904 .844 .000 .500 .806 .929 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-31 File Name : 09_LQA_Jefferson_Pomelo AM Site Code : 05119315 Start Date : 5/7/2019 Page No : 2 City of La Quinta N/S: Jefferson Street E/W: Pomelo Weather: Clear Jefferson Street Pomelo Pomelo Jefferson Street Right 41 Thru 458 Left 33 InOut Total 575 532 1107 Right11 Thru0 Left4 OutTotalIn43 15 58 Left 10 Thru 537 Right 10 Out TotalIn 464 557 1021 Left27 Thru0 Right2 TotalOutIn51 29 80 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:30 AM 07:15 AM 07:30 AM +0 mins.10 114 6 130 1 0 2 3 3 136 5 144 8 0 1 9 +15 mins.4 125 10 139 1 0 4 5 2 150 2 154 6 0 0 6 +30 mins.12 104 14 130 2 0 3 5 3 134 3 140 6 0 1 7 +45 mins.7 115 11 133 0 0 7 7 2 117 0 119 13 0 1 14 Total Volume 33 458 41 532 4 0 16 20 10 537 10 557 33 0 3 36 % App. Total 6.2 86.1 7.7 20 0 80 1.8 96.4 1.8 91.7 0 8.3 PHF .688 .916 .732 .957 .500 .000 .571 .714 .833 .895 .500 .904 .635 .000 .750 .643 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-32 File Name : 09_LQA_Jefferson_Pomelo PM Site Code : 05119315 Start Date : 5/7/2019 Page No : 1 City of La Quinta N/S: Jefferson Street E/W: Pomelo Weather: Clear Groups Printed- Total Volume Jefferson Street Southbound Pomelo Westbound Jefferson Street Northbound Pomelo Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 1 127 13 141 3 0 10 13 0 167 2 169 12 0 12 24 347 02:45 PM 2 134 17 153 1 0 1 2 2 154 2 158 8 1 4 13 326 Total 3 261 30 294 4 0 11 15 2 321 4 327 20 1 16 37 673 03:00 PM 8 162 12 182 1 0 11 12 0 149 1 150 12 1 1 14 358 03:15 PM 3 141 8 152 3 0 9 12 1 148 1 150 17 0 2 19 333 03:30 PM 9 130 5 144 1 0 6 7 0 167 2 169 15 0 4 19 339 03:45 PM 10 130 20 160 2 0 3 5 1 138 2 141 14 0 3 17 323 Total 30 563 45 638 7 0 29 36 2 602 6 610 58 1 10 69 1353 04:00 PM 5 123 14 142 2 0 6 8 1 116 2 119 5 1 3 9 278 04:15 PM 6 156 9 171 0 0 4 4 2 129 2 133 5 0 0 5 313 04:30 PM 1 140 11 152 2 0 10 12 0 107 2 109 14 0 0 14 287 04:45 PM 9 135 10 154 0 0 4 4 1 111 0 112 10 0 0 10 280 Total 21 554 44 619 4 0 24 28 4 463 6 473 34 1 3 38 1158 05:00 PM 6 126 8 140 0 0 7 7 1 112 0 113 15 0 1 16 276 05:15 PM 8 120 8 136 1 0 6 7 0 114 0 114 10 1 0 11 268 Grand Total 68 1624 135 1827 16 0 77 93 9 1612 16 1637 137 4 30 171 3728 Apprch %3.7 88.9 7.4 17.2 0 82.8 0.5 98.5 1 80.1 2.3 17.5 Total %1.8 43.6 3.6 49 0.4 0 2.1 2.5 0.2 43.2 0.4 43.9 3.7 0.1 0.8 4.6 Jefferson Street Southbound Pomelo Westbound Jefferson Street Northbound Pomelo Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 1 127 13 141 3 0 10 13 0 167 2 169 12 0 12 24 347 02:45 PM 2 134 17 153 1 0 1 2 2 154 2 158 8 1 4 13 326 03:00 PM 8 162 12 182 1 0 11 12 0 149 1 150 12 1 1 14 358 03:15 PM 3 141 8 152 3 0 9 12 1 148 1 150 17 0 2 19 333 Total Volume 14 564 50 628 8 0 31 39 3 618 6 627 49 2 19 70 1364 % App. Total 2.2 89.8 8 20.5 0 79.5 0.5 98.6 1 70 2.9 27.1 PHF .438 .870 .735 .863 .667 .000 .705 .750 .375 .925 .750 .928 .721 .500 .396 .729 .953 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-33 File Name : 09_LQA_Jefferson_Pomelo PM Site Code : 05119315 Start Date : 5/7/2019 Page No : 2 City of La Quinta N/S: Jefferson Street E/W: Pomelo Weather: Clear Jefferson Street Pomelo Pomelo Jefferson Street Right 50 Thru 564 Left 14 InOut Total 698 628 1326 Right31 Thru0 Left8 OutTotalIn22 39 61 Left 3 Thru 618 Right 6 Out TotalIn 591 627 1218 Left49 Thru2 Right19 TotalOutIn53 70 123 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:00 PM 02:30 PM 02:30 PM 02:30 PM +0 mins.8 162 12 182 3 0 10 13 0 167 2 169 12 0 12 24 +15 mins.3 141 8 152 1 0 1 2 2 154 2 158 8 1 4 13 +30 mins.9 130 5 144 1 0 11 12 0 149 1 150 12 1 1 14 +45 mins.10 130 20 160 3 0 9 12 1 148 1 150 17 0 2 19 Total Volume 30 563 45 638 8 0 31 39 3 618 6 627 49 2 19 70 % App. Total 4.7 88.2 7.1 20.5 0 79.5 0.5 98.6 1 70 2.9 27.1 PHF .750 .869 .563 .876 .667 .000 .705 .750 .375 .925 .750 .928 .721 .500 .396 .729 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-34 File Name : 08_LQA_Jefferson_Ave 50 AM Site Code : 05119315 Start Date : 5/7/2019 Page No : 1 City of La Quinta N/S: Jefferson Street E/W: Avenue 50 Weather: Clear Groups Printed- Total Volume Jefferson Street Southbound Avenue 50 Westbound Jefferson Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 4 51 9 64 2 20 9 31 5 42 2 49 7 8 4 19 163 06:15 AM 4 43 9 56 4 18 13 35 5 65 2 72 5 8 0 13 176 06:30 AM 11 71 22 104 14 33 15 62 8 72 1 81 10 19 5 34 281 06:45 AM 6 96 61 163 13 60 33 106 10 94 4 108 18 30 3 51 428 Total 25 261 101 387 33 131 70 234 28 273 9 310 40 65 12 117 1048 07:00 AM 7 95 94 196 8 76 35 119 12 97 4 113 48 53 6 107 535 07:15 AM 10 108 80 198 11 61 39 111 10 122 4 136 63 66 9 138 583 07:30 AM 28 124 53 205 13 64 47 124 16 152 5 173 38 46 5 89 591 07:45 AM 17 99 70 186 12 75 22 109 19 107 5 131 48 62 10 120 546 Total 62 426 297 785 44 276 143 463 57 478 18 553 197 227 30 454 2255 08:00 AM 12 108 98 218 5 63 30 98 16 101 17 134 41 74 20 135 585 08:15 AM 16 105 40 161 13 53 17 83 16 111 8 135 58 54 12 124 503 Grand Total 115 900 536 1551 95 523 260 878 117 963 52 1132 336 420 74 830 4391 Apprch %7.4 58 34.6 10.8 59.6 29.6 10.3 85.1 4.6 40.5 50.6 8.9 Total %2.6 20.5 12.2 35.3 2.2 11.9 5.9 20 2.7 21.9 1.2 25.8 7.7 9.6 1.7 18.9 Jefferson Street Southbound Avenue 50 Westbound Jefferson Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 10 108 80 198 11 61 39 111 10 122 4 136 63 66 9 138 583 07:30 AM 28 124 53 205 13 64 47 124 16 152 5 173 38 46 5 89 591 07:45 AM 17 99 70 186 12 75 22 109 19 107 5 131 48 62 10 120 546 08:00 AM 12 108 98 218 5 63 30 98 16 101 17 134 41 74 20 135 585 Total Volume 67 439 301 807 41 263 138 442 61 482 31 574 190 248 44 482 2305 % App. Total 8.3 54.4 37.3 9.3 59.5 31.2 10.6 84 5.4 39.4 51.5 9.1 PHF .598 .885 .768 .925 .788 .877 .734 .891 .803 .793 .456 .829 .754 .838 .550 .873 .975 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-35 File Name : 08_LQA_Jefferson_Ave 50 AM Site Code : 05119315 Start Date : 5/7/2019 Page No : 2 City of La Quinta N/S: Jefferson Street E/W: Avenue 50 Weather: Clear Jefferson Street Avenue 50 Avenue 50 Jefferson Street Right 301 Thru 439 Left 67 InOut Total 810 807 1617 Right138 Thru263 Left41 OutTotalIn346 442 788 Left 61 Thru 482 Right 31 Out TotalIn 524 574 1098 Left190 Thru248 Right44 TotalOutIn625 482 1107 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:00 AM 07:15 AM 07:15 AM +0 mins.10 108 80 198 8 76 35 119 10 122 4 136 63 66 9 138 +15 mins.28 124 53 205 11 61 39 111 16 152 5 173 38 46 5 89 +30 mins.17 99 70 186 13 64 47 124 19 107 5 131 48 62 10 120 +45 mins.12 108 98 218 12 75 22 109 16 101 17 134 41 74 20 135 Total Volume 67 439 301 807 44 276 143 463 61 482 31 574 190 248 44 482 % App. Total 8.3 54.4 37.3 9.5 59.6 30.9 10.6 84 5.4 39.4 51.5 9.1 PHF .598 .885 .768 .925 .846 .908 .761 .933 .803 .793 .456 .829 .754 .838 .550 .873 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-36 File Name : 08_LQA_Jefferson_Ave 50 PM Site Code : 05119315 Start Date : 5/7/2019 Page No : 1 City of La Quinta N/S: Jefferson Street E/W: Avenue 50 Weather: Clear Groups Printed- Total Volume Jefferson Street Southbound Avenue 50 Westbound Jefferson Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 36 115 51 202 18 51 32 101 22 151 10 183 57 61 9 127 613 02:45 PM 45 124 33 202 16 55 23 94 9 137 10 156 66 86 13 165 617 Total 81 239 84 404 34 106 55 195 31 288 20 339 123 147 22 292 1230 03:00 PM 39 153 38 230 16 57 31 104 12 141 17 170 49 70 12 131 635 03:15 PM 33 124 37 194 21 52 41 114 17 151 9 177 48 64 11 123 608 03:30 PM 38 129 29 196 14 51 28 93 10 166 11 187 47 66 8 121 597 03:45 PM 48 134 27 209 27 52 38 117 14 130 8 152 39 59 9 107 585 Total 158 540 131 829 78 212 138 428 53 588 45 686 183 259 40 482 2425 04:00 PM 32 116 38 186 21 47 22 90 7 108 10 125 40 47 17 104 505 04:15 PM 49 113 30 192 29 48 31 108 5 105 13 123 30 54 6 90 513 04:30 PM 30 115 30 175 30 38 33 101 12 103 12 127 33 54 6 93 496 04:45 PM 36 118 41 195 22 38 35 95 9 97 3 109 34 46 6 86 485 Total 147 462 139 748 102 171 121 394 33 413 38 484 137 201 35 373 1999 05:00 PM 41 114 46 201 18 46 32 96 9 116 15 140 36 49 12 97 534 05:15 PM 42 117 47 206 13 53 34 100 10 108 9 127 40 51 5 96 529 Grand Total 469 1472 447 2388 245 588 380 1213 136 1513 127 1776 519 707 114 1340 6717 Apprch %19.6 61.6 18.7 20.2 48.5 31.3 7.7 85.2 7.2 38.7 52.8 8.5 Total %7 21.9 6.7 35.6 3.6 8.8 5.7 18.1 2 22.5 1.9 26.4 7.7 10.5 1.7 19.9 Jefferson Street Southbound Avenue 50 Westbound Jefferson Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 36 115 51 202 18 51 32 101 22 151 10 183 57 61 9 127 613 02:45 PM 45 124 33 202 16 55 23 94 9 137 10 156 66 86 13 165 617 03:00 PM 39 153 38 230 16 57 31 104 12 141 17 170 49 70 12 131 635 03:15 PM 33 124 37 194 21 52 41 114 17 151 9 177 48 64 11 123 608 Total Volume 153 516 159 828 71 215 127 413 60 580 46 686 220 281 45 546 2473 % App. Total 18.5 62.3 19.2 17.2 52.1 30.8 8.7 84.5 6.7 40.3 51.5 8.2 PHF .850 .843 .779 .900 .845 .943 .774 .906 .682 .960 .676 .937 .833 .817 .865 .827 .974 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-37 File Name : 08_LQA_Jefferson_Ave 50 PM Site Code : 05119315 Start Date : 5/7/2019 Page No : 2 City of La Quinta N/S: Jefferson Street E/W: Avenue 50 Weather: Clear Jefferson Street Avenue 50 Avenue 50 Jefferson Street Right 159 Thru 516 Left 153 InOut Total 927 828 1755 Right127 Thru215 Left71 OutTotalIn480 413 893 Left 60 Thru 580 Right 46 Out TotalIn 632 686 1318 Left220 Thru281 Right45 TotalOutIn434 546 980 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:00 PM 03:00 PM 02:45 PM 02:30 PM +0 mins.39 153 38 230 16 57 31 104 9 137 10 156 57 61 9 127 +15 mins.33 124 37 194 21 52 41 114 12 141 17 170 66 86 13 165 +30 mins.38 129 29 196 14 51 28 93 17 151 9 177 49 70 12 131 +45 mins.48 134 27 209 27 52 38 117 10 166 11 187 48 64 11 123 Total Volume 158 540 131 829 78 212 138 428 48 595 47 690 220 281 45 546 % App. Total 19.1 65.1 15.8 18.2 49.5 32.2 7 86.2 6.8 40.3 51.5 8.2 PHF .823 .882 .862 .901 .722 .930 .841 .915 .706 .896 .691 .922 .833 .817 .865 .827 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-38 File Name : LQA_Madison_Ave 60 AM Site Code : 05119590 Start Date : 9/10/2019 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 60 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 60 Westbound Madison Street Northbound Avenue 60 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 3 0 0 3 0 0 11 11 0 0 0 0 0 0 0 0 14 06:15 AM 10 0 0 10 0 0 16 16 0 0 0 0 0 0 0 0 26 06:30 AM 16 0 0 16 0 1 15 16 0 0 0 0 1 0 0 1 33 06:45 AM 22 0 0 22 0 0 14 14 0 0 0 0 0 0 0 0 36 Total 51 0 0 51 0 1 56 57 0 0 0 0 1 0 0 1 109 07:00 AM 27 0 0 27 0 0 21 21 0 0 0 0 1 1 0 2 50 07:15 AM 13 0 1 14 0 0 18 18 0 0 0 0 0 0 0 0 32 07:30 AM 20 0 0 20 0 0 16 16 0 0 0 0 0 0 0 0 36 07:45 AM 20 0 0 20 0 0 28 28 0 0 0 0 0 0 0 0 48 Total 80 0 1 81 0 0 83 83 0 0 0 0 1 1 0 2 166 08:00 AM 19 0 0 19 0 0 19 19 0 0 0 0 0 0 0 0 38 08:15 AM 20 0 1 21 0 0 20 20 0 0 0 0 1 0 0 1 42 Grand Total 170 0 2 172 0 1 178 179 0 0 0 0 3 1 0 4 355 Apprch %98.8 0 1.2 0 0.6 99.4 0 0 0 75 25 0 Total %47.9 0 0.6 48.5 0 0.3 50.1 50.4 0 0 0 0 0.8 0.3 0 1.1 Madison Street Southbound Avenue 60 Westbound Madison Street Northbound Avenue 60 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 27 0 0 27 0 0 21 21 0 0 0 0 1 1 0 2 50 07:15 AM 13 0 1 14 0 0 18 18 0 0 0 0 0 0 0 0 32 07:30 AM 20 0 0 20 0 0 16 16 0 0 0 0 0 0 0 0 36 07:45 AM 20 0 0 20 0 0 28 28 0 0 0 0 0 0 0 0 48 Total Volume 80 0 1 81 0 0 83 83 0 0 0 0 1 1 0 2 166 % App. Total 98.8 0 1.2 0 0 100 0 0 0 50 50 0 PHF .741 .000 .250 .750 .000 .000 .741 .741 .000 .000 .000 .000 .250 .250 .000 .250 .830 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-39 File Name : LQA_Madison_Ave 60 AM Site Code : 05119590 Start Date : 9/10/2019 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 60 Weather: Clear Madison Street Avenue 60 Avenue 60 Madison Street Right 1 Thru 0 Left 80 InOut Total 84 81 165 Right83 Thru0 Left0 OutTotalIn81 83 164 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left1 Thru1 Right0 TotalOutIn1 2 3 Peak Hour Begins at 07:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 06:45 AM 07:00 AM 06:00 AM 06:15 AM +0 mins.22 0 0 22 0 0 21 21 0 0 0 0 0 0 0 0 +15 mins.27 0 0 27 0 0 18 18 0 0 0 0 1 0 0 1 +30 mins.13 0 1 14 0 0 16 16 0 0 0 0 0 0 0 0 +45 mins.20 0 0 20 0 0 28 28 0 0 0 0 1 1 0 2 Total Volume 82 0 1 83 0 0 83 83 0 0 0 0 2 1 0 3 % App. Total 98.8 0 1.2 0 0 100 0 0 0 66.7 33.3 0 PHF .759 .000 .250 .769 .000 .000 .741 .741 .000 .000 .000 .000 .500 .250 .000 .375 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-40 File Name : LQA_Madison_Ave 60 PM Site Code : 05119590 Start Date : 9/10/2019 Page No : 1 City of La Quinta N/S: Madison Street E/W: Avenue 60 Weather: Clear Groups Printed- Total Volume Madison Street Southbound Avenue 60 Westbound Madison Street Northbound Avenue 60 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 37 0 0 37 0 1 23 24 0 0 0 0 1 2 0 3 64 02:45 PM 40 0 0 40 0 0 15 15 0 0 0 0 0 0 0 0 55 Total 77 0 0 77 0 1 38 39 0 0 0 0 1 2 0 3 119 03:00 PM 27 0 0 27 0 2 13 15 0 0 0 0 0 1 0 1 43 03:15 PM 31 0 0 31 0 0 16 16 0 0 0 0 0 0 0 0 47 03:30 PM 23 0 0 23 0 0 16 16 0 0 0 0 0 0 0 0 39 03:45 PM 32 0 0 32 0 0 23 23 0 0 0 0 0 0 0 0 55 Total 113 0 0 113 0 2 68 70 0 0 0 0 0 1 0 1 184 04:00 PM 24 0 0 24 0 0 21 21 0 0 0 0 1 0 0 1 46 04:15 PM 21 0 0 21 0 0 19 19 0 0 0 0 0 0 0 0 40 04:30 PM 19 0 0 19 0 0 25 25 0 0 0 0 0 0 0 0 44 04:45 PM 20 0 1 21 0 0 19 19 0 0 0 0 0 1 0 1 41 Total 84 0 1 85 0 0 84 84 0 0 0 0 1 1 0 2 171 05:00 PM 18 0 0 18 0 0 15 15 0 0 0 0 0 0 0 0 33 05:15 PM 31 0 1 32 0 1 18 19 0 0 0 0 0 0 0 0 51 Grand Total 323 0 2 325 0 4 223 227 0 0 0 0 2 4 0 6 558 Apprch %99.4 0 0.6 0 1.8 98.2 0 0 0 33.3 66.7 0 Total %57.9 0 0.4 58.2 0 0.7 40 40.7 0 0 0 0 0.4 0.7 0 1.1 Madison Street Southbound Avenue 60 Westbound Madison Street Northbound Avenue 60 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 37 0 0 37 0 1 23 24 0 0 0 0 1 2 0 3 64 02:45 PM 40 0 0 40 0 0 15 15 0 0 0 0 0 0 0 0 55 03:00 PM 27 0 0 27 0 2 13 15 0 0 0 0 0 1 0 1 43 03:15 PM 31 0 0 31 0 0 16 16 0 0 0 0 0 0 0 0 47 Total Volume 135 0 0 135 0 3 67 70 0 0 0 0 1 3 0 4 209 % App. Total 100 0 0 0 4.3 95.7 0 0 0 25 75 0 PHF .844 .000 .000 .844 .000 .375 .728 .729 .000 .000 .000 .000 .250 .375 .000 .333 .816 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-41 File Name : LQA_Madison_Ave 60 PM Site Code : 05119590 Start Date : 9/10/2019 Page No : 2 City of La Quinta N/S: Madison Street E/W: Avenue 60 Weather: Clear Madison Street Avenue 60 Avenue 60 Madison Street Right 0 Thru 0 Left 135 InOut Total 68 135 203 Right67 Thru3 Left0 OutTotalIn138 70 208 Left 0 Thru 0 Right 0 Out TotalIn 0 0 0 Left1 Thru3 Right0 TotalOutIn3 4 7 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:30 PM 03:45 PM 02:30 PM 02:30 PM +0 mins.37 0 0 37 0 0 23 23 0 0 0 0 1 2 0 3 +15 mins.40 0 0 40 0 0 21 21 0 0 0 0 0 0 0 0 +30 mins.27 0 0 27 0 0 19 19 0 0 0 0 0 1 0 1 +45 mins.31 0 0 31 0 0 25 25 0 0 0 0 0 0 0 0 Total Volume 135 0 0 135 0 0 88 88 0 0 0 0 1 3 0 4 % App. Total 100 0 0 0 0 100 0 0 0 25 75 0 PHF .844 .000 .000 .844 .000 .000 .880 .880 .000 .000 .000 .000 .250 .375 .000 .333 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-42 File Name : 10_LQA_Monroe_Ave 60 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Monroe Street E/W: Avenue 60 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 60 Westbound Monroe Street Northbound Avenue 60 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 1 9 3 13 0 2 5 7 1 5 0 6 1 2 3 6 32 06:15 AM 4 6 3 13 1 4 0 5 2 4 0 6 1 3 6 10 34 06:30 AM 4 5 1 10 0 13 1 14 4 2 1 7 1 7 7 15 46 06:45 AM 3 12 0 15 2 4 4 10 0 4 1 5 0 4 10 14 44 Total 12 32 7 51 3 23 10 36 7 15 2 24 3 16 26 45 156 07:00 AM 4 3 2 9 0 4 0 4 2 3 0 5 2 5 7 14 32 07:15 AM 0 7 4 11 2 3 3 8 2 7 0 9 2 3 8 13 41 07:30 AM 2 6 4 12 0 4 1 5 5 6 1 12 2 5 5 12 41 07:45 AM 2 4 4 10 0 3 3 6 4 5 0 9 1 12 4 17 42 Total 8 20 14 42 2 14 7 23 13 21 1 35 7 25 24 56 156 08:00 AM 2 8 5 15 1 9 2 12 2 6 0 8 2 2 8 12 47 08:15 AM 1 7 3 11 0 1 0 1 4 4 1 9 1 5 2 8 29 Grand Total 23 67 29 119 6 47 19 72 26 46 4 76 13 48 60 121 388 Apprch %19.3 56.3 24.4 8.3 65.3 26.4 34.2 60.5 5.3 10.7 39.7 49.6 Total %5.9 17.3 7.5 30.7 1.5 12.1 4.9 18.6 6.7 11.9 1 19.6 3.4 12.4 15.5 31.2 Monroe Street Southbound Avenue 60 Westbound Monroe Street Northbound Avenue 60 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 7 4 11 2 3 3 8 2 7 0 9 2 3 8 13 41 07:30 AM 2 6 4 12 0 4 1 5 5 6 1 12 2 5 5 12 41 07:45 AM 2 4 4 10 0 3 3 6 4 5 0 9 1 12 4 17 42 08:00 AM 2 8 5 15 1 9 2 12 2 6 0 8 2 2 8 12 47 Total Volume 6 25 17 48 3 19 9 31 13 24 1 38 7 22 25 54 171 % App. Total 12.5 52.1 35.4 9.7 61.3 29 34.2 63.2 2.6 13 40.7 46.3 PHF .750 .781 .850 .800 .375 .528 .750 .646 .650 .857 .250 .792 .875 .458 .781 .794 .910 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-43 File Name : 10_LQA_Monroe_Ave 60 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Monroe Street E/W: Avenue 60 Weather: Clear Monroe Street Avenue 60 Avenue 60 Monroe Street Right 17 Thru 25 Left 6 InOut Total 40 48 88 Right9 Thru19 Left3 OutTotalIn29 31 60 Left 13 Thru 24 Right 1 Out TotalIn 53 38 91 Left7 Thru22 Right25 TotalOutIn49 54 103 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 06:00 AM 06:00 AM 07:15 AM 06:30 AM +0 mins.1 9 3 13 0 2 5 7 2 7 0 9 1 7 7 15 +15 mins.4 6 3 13 1 4 0 5 5 6 1 12 0 4 10 14 +30 mins.4 5 1 10 0 13 1 14 4 5 0 9 2 5 7 14 +45 mins.3 12 0 15 2 4 4 10 2 6 0 8 2 3 8 13 Total Volume 12 32 7 51 3 23 10 36 13 24 1 38 5 19 32 56 % App. Total 23.5 62.7 13.7 8.3 63.9 27.8 34.2 63.2 2.6 8.9 33.9 57.1 PHF .750 .667 .583 .850 .375 .442 .500 .643 .650 .857 .250 .792 .625 .679 .800 .933 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-44 File Name : 10_LQA_Monroe_Ave 60 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Monroe Street E/W: Avenue 60 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 60 Westbound Monroe Street Northbound Avenue 60 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 4 16 1 21 0 3 1 4 5 11 0 16 3 3 7 13 54 02:45 PM 1 8 4 13 0 4 0 4 3 11 0 14 1 14 13 28 59 Total 5 24 5 34 0 7 1 8 8 22 0 30 4 17 20 41 113 03:00 PM 3 11 3 17 0 3 4 7 2 13 1 16 5 6 7 18 58 03:15 PM 1 9 2 12 0 5 0 5 0 6 0 6 2 4 8 14 37 03:30 PM 3 4 3 10 0 0 2 2 5 5 0 10 2 1 14 17 39 03:45 PM 2 12 2 16 0 2 3 5 1 4 0 5 1 3 10 14 40 Total 9 36 10 55 0 10 9 19 8 28 1 37 10 14 39 63 174 04:00 PM 0 7 3 10 0 6 3 9 5 3 0 8 1 4 3 8 35 04:15 PM 3 7 4 14 0 0 3 3 4 5 1 10 4 7 5 16 43 04:30 PM 0 7 0 7 0 3 2 5 5 6 0 11 2 3 4 9 32 04:45 PM 3 5 1 9 0 2 0 2 4 4 0 8 3 2 4 9 28 Total 6 26 8 40 0 11 8 19 18 18 1 37 10 16 16 42 138 05:00 PM 0 6 4 10 0 3 3 6 2 10 1 13 5 1 4 10 39 05:15 PM 4 16 4 24 0 2 1 3 5 8 0 13 2 2 3 7 47 Grand Total 24 108 31 163 0 33 22 55 41 86 3 130 31 50 82 163 511 Apprch %14.7 66.3 19 0 60 40 31.5 66.2 2.3 19 30.7 50.3 Total %4.7 21.1 6.1 31.9 0 6.5 4.3 10.8 8 16.8 0.6 25.4 6.1 9.8 16 31.9 Monroe Street Southbound Avenue 60 Westbound Monroe Street Northbound Avenue 60 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 4 16 1 21 0 3 1 4 5 11 0 16 3 3 7 13 54 02:45 PM 1 8 4 13 0 4 0 4 3 11 0 14 1 14 13 28 59 03:00 PM 3 11 3 17 0 3 4 7 2 13 1 16 5 6 7 18 58 03:15 PM 1 9 2 12 0 5 0 5 0 6 0 6 2 4 8 14 37 Total Volume 9 44 10 63 0 15 5 20 10 41 1 52 11 27 35 73 208 % App. Total 14.3 69.8 15.9 0 75 25 19.2 78.8 1.9 15.1 37 47.9 PHF .563 .688 .625 .750 .000 .750 .313 .714 .500 .788 .250 .813 .550 .482 .673 .652 .881 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-45 File Name : 10_LQA_Monroe_Ave 60 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Monroe Street E/W: Avenue 60 Weather: Clear Monroe Street Avenue 60 Avenue 60 Monroe Street Right 10 Thru 44 Left 9 InOut Total 57 63 120 Right5 Thru15 Left0 OutTotalIn37 20 57 Left 10 Thru 41 Right 1 Out TotalIn 79 52 131 Left11 Thru27 Right35 TotalOutIn35 73 108 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:30 PM 03:45 PM 02:30 PM 02:45 PM +0 mins.4 16 1 21 0 2 3 5 5 11 0 16 1 14 13 28 +15 mins.1 8 4 13 0 6 3 9 3 11 0 14 5 6 7 18 +30 mins.3 11 3 17 0 0 3 3 2 13 1 16 2 4 8 14 +45 mins.1 9 2 12 0 3 2 5 0 6 0 6 2 1 14 17 Total Volume 9 44 10 63 0 11 11 22 10 41 1 52 10 25 42 77 % App. Total 14.3 69.8 15.9 0 50 50 19.2 78.8 1.9 13 32.5 54.5 PHF .563 .688 .625 .750 .000 .458 .917 .611 .500 .788 .250 .813 .500 .446 .750 .688 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-46 File Name : 11_LQA_Monroe_Ave 58 AM Site Code : 05119233 Start Date : 4/9/2019 Page No : 1 City of La Quinta N/S: Monroe Street E/W: Avenue 58 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 58 Westbound Monroe Street Northbound Avenue 58 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 2 13 3 18 1 9 2 12 0 8 1 9 0 8 7 15 54 06:15 AM 5 12 1 18 6 14 4 24 5 6 0 11 1 3 2 6 59 06:30 AM 5 12 3 20 3 12 4 19 0 14 0 14 2 6 2 10 63 06:45 AM 6 24 5 35 7 14 4 25 2 13 2 17 5 5 4 14 91 Total 18 61 12 91 17 49 14 80 7 41 3 51 8 22 15 45 267 07:00 AM 3 13 6 22 2 17 2 21 2 7 3 12 4 3 3 10 65 07:15 AM 0 10 10 20 2 16 4 22 3 10 1 14 1 5 2 8 64 07:30 AM 2 15 3 20 0 6 6 12 2 13 1 16 5 6 3 14 62 07:45 AM 6 18 6 30 3 9 7 19 2 8 2 12 3 6 2 11 72 Total 11 56 25 92 7 48 19 74 9 38 7 54 13 20 10 43 263 08:00 AM 4 14 9 27 0 11 4 15 4 18 0 22 3 8 6 17 81 08:15 AM 2 22 9 33 1 9 8 18 2 17 0 19 7 10 4 21 91 Grand Total 35 153 55 243 25 117 45 187 22 114 10 146 31 60 35 126 702 Apprch %14.4 63 22.6 13.4 62.6 24.1 15.1 78.1 6.8 24.6 47.6 27.8 Total %5 21.8 7.8 34.6 3.6 16.7 6.4 26.6 3.1 16.2 1.4 20.8 4.4 8.5 5 17.9 Monroe Street Southbound Avenue 58 Westbound Monroe Street Northbound Avenue 58 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 2 15 3 20 0 6 6 12 2 13 1 16 5 6 3 14 62 07:45 AM 6 18 6 30 3 9 7 19 2 8 2 12 3 6 2 11 72 08:00 AM 4 14 9 27 0 11 4 15 4 18 0 22 3 8 6 17 81 08:15 AM 2 22 9 33 1 9 8 18 2 17 0 19 7 10 4 21 91 Total Volume 14 69 27 110 4 35 25 64 10 56 3 69 18 30 15 63 306 % App. Total 12.7 62.7 24.5 6.2 54.7 39.1 14.5 81.2 4.3 28.6 47.6 23.8 PHF .583 .784 .750 .833 .333 .795 .781 .842 .625 .778 .375 .784 .643 .750 .625 .750 .841 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-47 File Name : 11_LQA_Monroe_Ave 58 AM Site Code : 05119233 Start Date : 4/9/2019 Page No : 2 City of La Quinta N/S: Monroe Street E/W: Avenue 58 Weather: Clear Monroe Street Avenue 58 Avenue 58 Monroe Street Right 27 Thru 69 Left 14 InOut Total 99 110 209 Right25 Thru35 Left4 OutTotalIn47 64 111 Left 10 Thru 56 Right 3 Out TotalIn 88 69 157 Left18 Thru30 Right15 TotalOutIn72 63 135 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 06:15 AM 07:30 AM 07:30 AM +0 mins.2 15 3 20 6 14 4 24 2 13 1 16 5 6 3 14 +15 mins.6 18 6 30 3 12 4 19 2 8 2 12 3 6 2 11 +30 mins.4 14 9 27 7 14 4 25 4 18 0 22 3 8 6 17 +45 mins.2 22 9 33 2 17 2 21 2 17 0 19 7 10 4 21 Total Volume 14 69 27 110 18 57 14 89 10 56 3 69 18 30 15 63 % App. Total 12.7 62.7 24.5 20.2 64 15.7 14.5 81.2 4.3 28.6 47.6 23.8 PHF .583 .784 .750 .833 .643 .838 .875 .890 .625 .778 .375 .784 .643 .750 .625 .750 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-48 File Name : 11_LQA_Monroe_Ave 58 PM Site Code : 05119233 Start Date : 4/9/2019 Page No : 1 City of La Quinta N/S: Monroe Street E/W: Avenue 58 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 58 Westbound Monroe Street Northbound Avenue 58 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 6 14 10 30 4 4 10 18 2 28 1 31 7 16 1 24 103 02:45 PM 5 19 5 29 1 6 5 12 6 23 9 38 3 7 8 18 97 Total 11 33 15 59 5 10 15 30 8 51 10 69 10 23 9 42 200 03:00 PM 9 24 4 37 1 15 8 24 6 39 3 48 15 24 3 42 151 03:15 PM 6 10 8 24 0 8 10 18 8 21 6 35 9 16 1 26 103 03:30 PM 1 15 4 20 0 13 4 17 3 27 3 33 10 14 2 26 96 03:45 PM 3 18 3 24 0 11 6 17 0 16 1 17 4 11 3 18 76 Total 19 67 19 105 1 47 28 76 17 103 13 133 38 65 9 112 426 04:00 PM 0 5 3 8 1 8 5 14 1 14 0 15 14 12 2 28 65 04:15 PM 4 11 5 20 1 6 5 12 1 7 2 10 4 6 3 13 55 04:30 PM 2 10 7 19 0 10 4 14 3 17 0 20 12 14 2 28 81 04:45 PM 3 16 4 23 1 4 1 6 2 10 0 12 8 9 2 19 60 Total 9 42 19 70 3 28 15 46 7 48 2 57 38 41 9 88 261 05:00 PM 3 16 5 24 1 8 5 14 2 11 0 13 8 12 1 21 72 05:15 PM 3 9 5 17 0 4 2 6 0 9 2 11 4 5 1 10 44 Grand Total 45 167 63 275 10 97 65 172 34 222 27 283 98 146 29 273 1003 Apprch %16.4 60.7 22.9 5.8 56.4 37.8 12 78.4 9.5 35.9 53.5 10.6 Total %4.5 16.7 6.3 27.4 1 9.7 6.5 17.1 3.4 22.1 2.7 28.2 9.8 14.6 2.9 27.2 Monroe Street Southbound Avenue 58 Westbound Monroe Street Northbound Avenue 58 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 6 14 10 30 4 4 10 18 2 28 1 31 7 16 1 24 103 02:45 PM 5 19 5 29 1 6 5 12 6 23 9 38 3 7 8 18 97 03:00 PM 9 24 4 37 1 15 8 24 6 39 3 48 15 24 3 42 151 03:15 PM 6 10 8 24 0 8 10 18 8 21 6 35 9 16 1 26 103 Total Volume 26 67 27 120 6 33 33 72 22 111 19 152 34 63 13 110 454 % App. Total 21.7 55.8 22.5 8.3 45.8 45.8 14.5 73 12.5 30.9 57.3 11.8 PHF .722 .698 .675 .811 .375 .550 .825 .750 .688 .712 .528 .792 .567 .656 .406 .655 .752 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-49 File Name : 11_LQA_Monroe_Ave 58 PM Site Code : 05119233 Start Date : 4/9/2019 Page No : 2 City of La Quinta N/S: Monroe Street E/W: Avenue 58 Weather: Clear Monroe Street Avenue 58 Avenue 58 Monroe Street Right 27 Thru 67 Left 26 InOut Total 178 120 298 Right33 Thru33 Left6 OutTotalIn108 72 180 Left 22 Thru 111 Right 19 Out TotalIn 86 152 238 Left34 Thru63 Right13 TotalOutIn82 110 192 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:30 PM 03:00 PM 02:45 PM 02:45 PM +0 mins.6 14 10 30 1 15 8 24 6 23 9 38 3 7 8 18 +15 mins.5 19 5 29 0 8 10 18 6 39 3 48 15 24 3 42 +30 mins.9 24 4 37 0 13 4 17 8 21 6 35 9 16 1 26 +45 mins.6 10 8 24 0 11 6 17 3 27 3 33 10 14 2 26 Total Volume 26 67 27 120 1 47 28 76 23 110 21 154 37 61 14 112 % App. Total 21.7 55.8 22.5 1.3 61.8 36.8 14.9 71.4 13.6 33 54.5 12.5 PHF .722 .698 .675 .811 .250 .783 .700 .792 .719 .705 .583 .802 .617 .635 .438 .667 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-50 File Name : 12_LQA_Monroe_Airport AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Monroe Street E/W: Airport Boulevard Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Airport Boulevard Westbound Monroe Street Northbound Airport Boulevard Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 2 17 2 21 3 6 7 16 1 15 0 16 2 3 1 6 59 06:15 AM 4 14 0 18 1 6 5 12 2 13 2 17 0 2 1 3 50 06:30 AM 6 13 3 22 0 11 5 16 2 8 0 10 1 7 0 8 56 06:45 AM 2 12 1 15 2 10 5 17 3 10 2 15 1 13 1 15 62 Total 14 56 6 76 6 33 22 61 8 46 4 58 4 25 3 32 227 07:00 AM 5 13 1 19 1 6 3 10 1 6 1 8 1 9 1 11 48 07:15 AM 5 16 2 23 2 11 1 14 1 14 0 15 0 7 1 8 60 07:30 AM 7 15 0 22 4 9 4 17 2 10 2 14 0 7 2 9 62 07:45 AM 14 16 1 31 1 6 6 13 1 10 3 14 0 22 0 22 80 Total 31 60 4 95 8 32 14 54 5 40 6 51 1 45 4 50 250 08:00 AM 5 19 2 26 1 4 0 5 4 18 1 23 0 14 1 15 69 08:15 AM 4 8 2 14 2 3 4 9 2 10 0 12 1 15 2 18 53 Grand Total 54 143 14 211 17 72 40 129 19 114 11 144 6 99 10 115 599 Apprch %25.6 67.8 6.6 13.2 55.8 31 13.2 79.2 7.6 5.2 86.1 8.7 Total %9 23.9 2.3 35.2 2.8 12 6.7 21.5 3.2 19 1.8 24 1 16.5 1.7 19.2 Monroe Street Southbound Airport Boulevard Westbound Monroe Street Northbound Airport Boulevard Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 5 16 2 23 2 11 1 14 1 14 0 15 0 7 1 8 60 07:30 AM 7 15 0 22 4 9 4 17 2 10 2 14 0 7 2 9 62 07:45 AM 14 16 1 31 1 6 6 13 1 10 3 14 0 22 0 22 80 08:00 AM 5 19 2 26 1 4 0 5 4 18 1 23 0 14 1 15 69 Total Volume 31 66 5 102 8 30 11 49 8 52 6 66 0 50 4 54 271 % App. Total 30.4 64.7 4.9 16.3 61.2 22.4 12.1 78.8 9.1 0 92.6 7.4 PHF .554 .868 .625 .823 .500 .682 .458 .721 .500 .722 .500 .717 .000 .568 .500 .614 .847 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-51 File Name : 12_LQA_Monroe_Airport AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Monroe Street E/W: Airport Boulevard Weather: Clear Monroe Street Airport Boulevard Airport Boulevard Monroe Street Right 5 Thru 66 Left 31 InOut Total 63 102 165 Right11 Thru30 Left8 OutTotalIn87 49 136 Left 8 Thru 52 Right 6 Out TotalIn 78 66 144 Left0 Thru50 Right4 TotalOutIn43 54 97 Peak Hour Begins at 07:15 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 06:00 AM 07:15 AM 07:30 AM +0 mins.5 16 2 23 3 6 7 16 1 14 0 15 0 7 2 9 +15 mins.7 15 0 22 1 6 5 12 2 10 2 14 0 22 0 22 +30 mins.14 16 1 31 0 11 5 16 1 10 3 14 0 14 1 15 +45 mins.5 19 2 26 2 10 5 17 4 18 1 23 1 15 2 18 Total Volume 31 66 5 102 6 33 22 61 8 52 6 66 1 58 5 64 % App. Total 30.4 64.7 4.9 9.8 54.1 36.1 12.1 78.8 9.1 1.6 90.6 7.8 PHF .554 .868 .625 .823 .500 .750 .786 .897 .500 .722 .500 .717 .250 .659 .625 .727 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-52 File Name : 12_LQA_Monroe_Airport PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of La Quinta N/S: Monroe Street E/W: Airport Boulevard Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Airport Boulevard Westbound Monroe Street Northbound Airport Boulevard Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 6 34 1 41 0 5 9 14 2 28 8 38 0 13 1 14 107 02:45 PM 9 19 2 30 3 10 5 18 2 33 3 38 0 10 2 12 98 Total 15 53 3 71 3 15 14 32 4 61 11 76 0 23 3 26 205 03:00 PM 7 22 2 31 3 11 3 17 2 20 7 29 2 12 2 16 93 03:15 PM 5 14 1 20 3 8 3 14 1 26 3 30 1 7 2 10 74 03:30 PM 4 7 0 11 3 15 7 25 2 22 2 26 1 11 6 18 80 03:45 PM 5 26 2 33 1 11 10 22 1 23 6 30 1 5 1 7 92 Total 21 69 5 95 10 45 23 78 6 91 18 115 5 35 11 51 339 04:00 PM 5 20 2 27 4 13 8 25 1 14 4 19 1 10 0 11 82 04:15 PM 5 9 1 15 2 14 4 20 3 18 1 22 0 5 5 10 67 04:30 PM 7 13 0 20 5 16 4 25 1 19 3 23 0 8 2 10 78 04:45 PM 1 11 0 12 0 7 3 10 1 15 1 17 1 5 5 11 50 Total 18 53 3 74 11 50 19 80 6 66 9 81 2 28 12 42 277 05:00 PM 1 13 0 14 3 13 9 25 1 17 2 20 0 4 1 5 64 05:15 PM 1 21 0 22 1 11 7 19 2 10 0 12 0 5 2 7 60 Grand Total 56 209 11 276 28 134 72 234 19 245 40 304 7 95 29 131 945 Apprch %20.3 75.7 4 12 57.3 30.8 6.2 80.6 13.2 5.3 72.5 22.1 Total %5.9 22.1 1.2 29.2 3 14.2 7.6 24.8 2 25.9 4.2 32.2 0.7 10.1 3.1 13.9 Monroe Street Southbound Airport Boulevard Westbound Monroe Street Northbound Airport Boulevard Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 6 34 1 41 0 5 9 14 2 28 8 38 0 13 1 14 107 02:45 PM 9 19 2 30 3 10 5 18 2 33 3 38 0 10 2 12 98 03:00 PM 7 22 2 31 3 11 3 17 2 20 7 29 2 12 2 16 93 03:15 PM 5 14 1 20 3 8 3 14 1 26 3 30 1 7 2 10 74 Total Volume 27 89 6 122 9 34 20 63 7 107 21 135 3 42 7 52 372 % App. Total 22.1 73 4.9 14.3 54 31.7 5.2 79.3 15.6 5.8 80.8 13.5 PHF .750 .654 .750 .744 .750 .773 .556 .875 .875 .811 .656 .888 .375 .808 .875 .813 .869 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-53 File Name : 12_LQA_Monroe_Airport PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of La Quinta N/S: Monroe Street E/W: Airport Boulevard Weather: Clear Monroe Street Airport Boulevard Airport Boulevard Monroe Street Right 6 Thru 89 Left 27 InOut Total 130 122 252 Right20 Thru34 Left9 OutTotalIn90 63 153 Left 7 Thru 107 Right 21 Out TotalIn 105 135 240 Left3 Thru42 Right7 TotalOutIn47 52 99 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:30 PM 03:30 PM 02:30 PM 02:45 PM +0 mins.6 34 1 41 3 15 7 25 2 28 8 38 0 10 2 12 +15 mins.9 19 2 30 1 11 10 22 2 33 3 38 2 12 2 16 +30 mins.7 22 2 31 4 13 8 25 2 20 7 29 1 7 2 10 +45 mins.5 14 1 20 2 14 4 20 1 26 3 30 1 11 6 18 Total Volume 27 89 6 122 10 53 29 92 7 107 21 135 4 40 12 56 % App. Total 22.1 73 4.9 10.9 57.6 31.5 5.2 79.3 15.6 7.1 71.4 21.4 PHF .750 .654 .750 .744 .625 .883 .725 .920 .875 .811 .656 .888 .500 .833 .500 .778 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-54 File Name : 13_LQA_Monroe_Ave 54 AM Site Code : 05119233 Start Date : 4/9/2019 Page No : 1 City of La Quinta N/S: Monroe Street E/W: Avenue 54 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 54 Westbound Monroe Street Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 7 18 10 35 1 19 2 22 1 8 0 9 0 8 0 8 74 06:15 AM 6 21 11 38 4 33 2 39 5 9 0 14 2 16 0 18 109 06:30 AM 12 32 18 62 1 59 10 70 10 15 0 25 4 24 3 31 188 06:45 AM 14 49 29 92 2 60 6 68 7 29 1 37 5 32 1 38 235 Total 39 120 68 227 8 171 20 199 23 61 1 85 11 80 4 95 606 07:00 AM 10 21 18 49 5 43 11 59 7 22 1 30 6 24 6 36 174 07:15 AM 12 21 9 42 9 37 22 68 4 19 2 25 3 24 3 30 165 07:30 AM 6 25 11 42 2 38 11 51 5 26 4 35 12 31 6 49 177 07:45 AM 11 28 15 54 3 42 18 63 7 18 1 26 5 29 4 38 181 Total 39 95 53 187 19 160 62 241 23 85 8 116 26 108 19 153 697 08:00 AM 13 37 7 57 4 55 11 70 3 36 0 39 5 20 6 31 197 08:15 AM 9 30 8 47 7 27 9 43 7 40 1 48 8 20 3 31 169 Grand Total 100 282 136 518 38 413 102 553 56 222 10 288 50 228 32 310 1669 Apprch %19.3 54.4 26.3 6.9 74.7 18.4 19.4 77.1 3.5 16.1 73.5 10.3 Total %6 16.9 8.1 31 2.3 24.7 6.1 33.1 3.4 13.3 0.6 17.3 3 13.7 1.9 18.6 Monroe Street Southbound Avenue 54 Westbound Monroe Street Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 06:30 AM 06:30 AM 12 32 18 62 1 59 10 70 10 15 0 25 4 24 3 31 188 06:45 AM 14 49 29 92 2 60 6 68 7 29 1 37 5 32 1 38 235 07:00 AM 10 21 18 49 5 43 11 59 7 22 1 30 6 24 6 36 174 07:15 AM 12 21 9 42 9 37 22 68 4 19 2 25 3 24 3 30 165 Total Volume 48 123 74 245 17 199 49 265 28 85 4 117 18 104 13 135 762 % App. Total 19.6 50.2 30.2 6.4 75.1 18.5 23.9 72.6 3.4 13.3 77 9.6 PHF .857 .628 .638 .666 .472 .829 .557 .946 .700 .733 .500 .791 .750 .813 .542 .888 .811 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-55 File Name : 13_LQA_Monroe_Ave 54 AM Site Code : 05119233 Start Date : 4/9/2019 Page No : 2 City of La Quinta N/S: Monroe Street E/W: Avenue 54 Weather: Clear Monroe Street Avenue 54 Avenue 54 Monroe Street Right 74 Thru 123 Left 48 InOut Total 152 245 397 Right49 Thru199 Left17 OutTotalIn156 265 421 Left 28 Thru 85 Right 4 Out TotalIn 153 117 270 Left18 Thru104 Right13 TotalOutIn301 135 436 Peak Hour Begins at 06:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 06:30 AM 06:30 AM 07:30 AM 06:45 AM +0 mins.12 32 18 62 1 59 10 70 5 26 4 35 5 32 1 38 +15 mins.14 49 29 92 2 60 6 68 7 18 1 26 6 24 6 36 +30 mins.10 21 18 49 5 43 11 59 3 36 0 39 3 24 3 30 +45 mins.12 21 9 42 9 37 22 68 7 40 1 48 12 31 6 49 Total Volume 48 123 74 245 17 199 49 265 22 120 6 148 26 111 16 153 % App. Total 19.6 50.2 30.2 6.4 75.1 18.5 14.9 81.1 4.1 17 72.5 10.5 PHF .857 .628 .638 .666 .472 .829 .557 .946 .786 .750 .375 .771 .542 .867 .667 .781 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-56 File Name : 13_LQA_Monroe_Ave 54 PM Site Code : 05119233 Start Date : 4/9/2019 Page No : 1 City of La Quinta N/S: Monroe Street E/W: Avenue 54 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 54 Westbound Monroe Street Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 12 38 2 52 5 32 8 45 1 40 4 45 8 39 11 58 200 02:45 PM 17 19 10 46 1 17 14 32 6 38 4 48 4 31 4 39 165 Total 29 57 12 98 6 49 22 77 7 78 8 93 12 70 15 97 365 03:00 PM 19 25 4 48 6 20 3 29 3 54 8 65 16 43 13 72 214 03:15 PM 15 19 3 37 0 23 9 32 2 40 6 48 15 53 6 74 191 03:30 PM 15 28 8 51 0 25 9 34 7 41 7 55 16 50 6 72 212 03:45 PM 10 13 3 26 1 21 9 31 3 36 1 40 14 49 3 66 163 Total 59 85 18 162 7 89 30 126 15 171 22 208 61 195 28 284 780 04:00 PM 14 19 2 35 1 15 7 23 4 37 3 44 10 30 4 44 146 04:15 PM 8 15 2 25 1 28 2 31 1 21 3 25 3 34 5 42 123 04:30 PM 7 25 8 40 3 24 10 37 1 35 4 40 7 26 2 35 152 04:45 PM 7 23 2 32 1 21 6 28 1 17 2 20 4 28 2 34 114 Total 36 82 14 132 6 88 25 119 7 110 12 129 24 118 13 155 535 05:00 PM 10 22 2 34 3 29 7 39 3 25 3 31 3 32 5 40 144 05:15 PM 12 19 8 39 1 22 8 31 1 25 3 29 6 31 3 40 139 Grand Total 146 265 54 465 23 277 92 392 33 409 48 490 106 446 64 616 1963 Apprch %31.4 57 11.6 5.9 70.7 23.5 6.7 83.5 9.8 17.2 72.4 10.4 Total %7.4 13.5 2.8 23.7 1.2 14.1 4.7 20 1.7 20.8 2.4 25 5.4 22.7 3.3 31.4 Monroe Street Southbound Avenue 54 Westbound Monroe Street Northbound Avenue 54 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:45 PM 02:45 PM 17 19 10 46 1 17 14 32 6 38 4 48 4 31 4 39 165 03:00 PM 19 25 4 48 6 20 3 29 3 54 8 65 16 43 13 72 214 03:15 PM 15 19 3 37 0 23 9 32 2 40 6 48 15 53 6 74 191 03:30 PM 15 28 8 51 0 25 9 34 7 41 7 55 16 50 6 72 212 Total Volume 66 91 25 182 7 85 35 127 18 173 25 216 51 177 29 257 782 % App. Total 36.3 50 13.7 5.5 66.9 27.6 8.3 80.1 11.6 19.8 68.9 11.3 PHF .868 .813 .625 .892 .292 .850 .625 .934 .643 .801 .781 .831 .797 .835 .558 .868 .914 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-57 File Name : 13_LQA_Monroe_Ave 54 PM Site Code : 05119233 Start Date : 4/9/2019 Page No : 2 City of La Quinta N/S: Monroe Street E/W: Avenue 54 Weather: Clear Monroe Street Avenue 54 Avenue 54 Monroe Street Right 25 Thru 91 Left 66 InOut Total 259 182 441 Right35 Thru85 Left7 OutTotalIn268 127 395 Left 18 Thru 173 Right 25 Out TotalIn 127 216 343 Left51 Thru177 Right29 TotalOutIn128 257 385 Peak Hour Begins at 02:45 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 02:30 PM 02:30 PM 02:45 PM 03:00 PM +0 mins.12 38 2 52 5 32 8 45 6 38 4 48 16 43 13 72 +15 mins.17 19 10 46 1 17 14 32 3 54 8 65 15 53 6 74 +30 mins.19 25 4 48 6 20 3 29 2 40 6 48 16 50 6 72 +45 mins.15 19 3 37 0 23 9 32 7 41 7 55 14 49 3 66 Total Volume 63 101 19 183 12 92 34 138 18 173 25 216 61 195 28 284 % App. Total 34.4 55.2 10.4 8.7 66.7 24.6 8.3 80.1 11.6 21.5 68.7 9.9 PHF .829 .664 .475 .880 .500 .719 .607 .767 .643 .801 .781 .831 .953 .920 .538 .959 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-58 File Name : 14_IND_Monroe_Ave 52 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of Indio N/S: Monroe Street E/W: Avenue 52 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 52 Westbound Monroe Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 8 35 4 47 12 52 7 71 0 8 2 10 12 18 2 32 160 06:15 AM 1 26 5 32 7 42 5 54 3 13 1 17 3 21 4 28 131 06:30 AM 5 28 4 37 5 52 4 61 2 10 0 12 11 19 3 33 143 06:45 AM 14 29 9 52 6 41 13 60 3 16 0 19 17 39 2 58 189 Total 28 118 22 168 30 187 29 246 8 47 3 58 43 97 11 151 623 07:00 AM 5 28 7 40 3 38 4 45 3 15 0 18 7 28 5 40 143 07:15 AM 7 31 6 44 6 42 4 52 3 10 0 13 21 43 4 68 177 07:30 AM 12 33 5 50 2 39 10 51 3 19 2 24 17 47 2 66 191 07:45 AM 8 48 7 63 2 62 10 74 2 23 1 26 15 55 4 74 237 Total 32 140 25 197 13 181 28 222 11 67 3 81 60 173 15 248 748 08:00 AM 11 30 13 54 4 39 10 53 4 21 0 25 12 33 2 47 179 08:15 AM 8 26 6 40 1 44 10 55 7 21 1 29 15 37 8 60 184 Grand Total 79 314 66 459 48 451 77 576 30 156 7 193 130 340 36 506 1734 Apprch %17.2 68.4 14.4 8.3 78.3 13.4 15.5 80.8 3.6 25.7 67.2 7.1 Total %4.6 18.1 3.8 26.5 2.8 26 4.4 33.2 1.7 9 0.4 11.1 7.5 19.6 2.1 29.2 Monroe Street Southbound Avenue 52 Westbound Monroe Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 12 33 5 50 2 39 10 51 3 19 2 24 17 47 2 66 191 07:45 AM 8 48 7 63 2 62 10 74 2 23 1 26 15 55 4 74 237 08:00 AM 11 30 13 54 4 39 10 53 4 21 0 25 12 33 2 47 179 08:15 AM 8 26 6 40 1 44 10 55 7 21 1 29 15 37 8 60 184 Total Volume 39 137 31 207 9 184 40 233 16 84 4 104 59 172 16 247 791 % App. Total 18.8 66.2 15 3.9 79 17.2 15.4 80.8 3.8 23.9 69.6 6.5 PHF .813 .714 .596 .821 .563 .742 1.00 .787 .571 .913 .500 .897 .868 .782 .500 .834 .834 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-59 File Name : 14_IND_Monroe_Ave 52 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of Indio N/S: Monroe Street E/W: Avenue 52 Weather: Clear Monroe Street Avenue 52 Avenue 52 Monroe Street Right 31 Thru 137 Left 39 InOut Total 183 207 390 Right40 Thru184 Left9 OutTotalIn215 233 448 Left 16 Thru 84 Right 4 Out TotalIn 162 104 266 Left59 Thru172 Right16 TotalOutIn231 247 478 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 06:00 AM 07:30 AM 07:15 AM +0 mins.7 31 6 44 12 52 7 71 3 19 2 24 21 43 4 68 +15 mins.12 33 5 50 7 42 5 54 2 23 1 26 17 47 2 66 +30 mins.8 48 7 63 5 52 4 61 4 21 0 25 15 55 4 74 +45 mins.11 30 13 54 6 41 13 60 7 21 1 29 12 33 2 47 Total Volume 38 142 31 211 30 187 29 246 16 84 4 104 65 178 12 255 % App. Total 18 67.3 14.7 12.2 76 11.8 15.4 80.8 3.8 25.5 69.8 4.7 PHF .792 .740 .596 .837 .625 .899 .558 .866 .571 .913 .500 .897 .774 .809 .750 .861 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-60 File Name : 14_IND_Monroe_Ave 52 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of Indio N/S: Monroe Street E/W: Avenue 52 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 52 Westbound Monroe Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 26 34 8 68 4 38 15 57 6 66 8 80 21 62 8 91 296 02:45 PM 15 28 2 45 2 43 23 68 9 40 7 56 12 70 9 91 260 Total 41 62 10 113 6 81 38 125 15 106 15 136 33 132 17 182 556 03:00 PM 19 29 11 59 2 39 9 50 1 38 6 45 13 48 5 66 220 03:15 PM 14 22 6 42 2 48 17 67 3 40 4 47 12 55 8 75 231 03:30 PM 18 17 13 48 0 33 18 51 3 38 2 43 6 59 7 72 214 03:45 PM 20 28 10 58 6 46 14 66 0 46 3 49 12 47 6 65 238 Total 71 96 40 207 10 166 58 234 7 162 15 184 43 209 26 278 903 04:00 PM 10 29 3 42 2 31 15 48 5 31 1 37 6 41 3 50 177 04:15 PM 16 23 16 55 0 67 15 82 7 27 2 36 11 39 4 54 227 04:30 PM 17 23 7 47 0 45 17 62 4 31 2 37 11 44 0 55 201 04:45 PM 22 16 10 48 0 59 18 77 4 29 4 37 16 43 3 62 224 Total 65 91 36 192 2 202 65 269 20 118 9 147 44 167 10 221 829 05:00 PM 22 27 17 66 0 49 18 67 2 16 2 20 8 60 4 72 225 05:15 PM 20 28 21 69 0 41 12 53 5 29 3 37 9 53 5 67 226 Grand Total 219 304 124 647 18 539 191 748 49 431 44 524 137 621 62 820 2739 Apprch %33.8 47 19.2 2.4 72.1 25.5 9.4 82.3 8.4 16.7 75.7 7.6 Total %8 11.1 4.5 23.6 0.7 19.7 7 27.3 1.8 15.7 1.6 19.1 5 22.7 2.3 29.9 Monroe Street Southbound Avenue 52 Westbound Monroe Street Northbound Avenue 52 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 26 34 8 68 4 38 15 57 6 66 8 80 21 62 8 91 296 02:45 PM 15 28 2 45 2 43 23 68 9 40 7 56 12 70 9 91 260 03:00 PM 19 29 11 59 2 39 9 50 1 38 6 45 13 48 5 66 220 03:15 PM 14 22 6 42 2 48 17 67 3 40 4 47 12 55 8 75 231 Total Volume 74 113 27 214 10 168 64 242 19 184 25 228 58 235 30 323 1007 % App. Total 34.6 52.8 12.6 4.1 69.4 26.4 8.3 80.7 11 18 72.8 9.3 PHF .712 .831 .614 .787 .625 .875 .696 .890 .528 .697 .781 .713 .690 .839 .833 .887 .851 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-61 File Name : 14_IND_Monroe_Ave 52 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of Indio N/S: Monroe Street E/W: Avenue 52 Weather: Clear Monroe Street Avenue 52 Avenue 52 Monroe Street Right 27 Thru 113 Left 74 InOut Total 306 214 520 Right64 Thru168 Left10 OutTotalIn334 242 576 Left 19 Thru 184 Right 25 Out TotalIn 153 228 381 Left58 Thru235 Right30 TotalOutIn214 323 537 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:15 PM 02:30 PM 02:30 PM +0 mins.17 23 7 47 0 67 15 82 6 66 8 80 21 62 8 91 +15 mins.22 16 10 48 0 45 17 62 9 40 7 56 12 70 9 91 +30 mins.22 27 17 66 0 59 18 77 1 38 6 45 13 48 5 66 +45 mins.20 28 21 69 0 49 18 67 3 40 4 47 12 55 8 75 Total Volume 81 94 55 230 0 220 68 288 19 184 25 228 58 235 30 323 % App. Total 35.2 40.9 23.9 0 76.4 23.6 8.3 80.7 11 18 72.8 9.3 PHF .920 .839 .655 .833 .000 .821 .944 .878 .528 .697 .781 .713 .690 .839 .833 .887 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-62 File Name : 15_IND_Monroe_Ave 50 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of Indio N/S: Monroe Street E/W: Avenue 50 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 50 Westbound Monroe Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 4 49 3 56 6 39 13 58 2 21 4 27 0 6 1 7 148 06:15 AM 12 24 2 38 8 44 9 61 0 19 6 25 2 7 2 11 135 06:30 AM 7 24 3 34 7 52 24 83 1 22 3 26 4 13 5 22 165 06:45 AM 4 49 5 58 3 57 23 83 4 38 4 46 2 17 5 24 211 Total 27 146 13 186 24 192 69 285 7 100 17 124 8 43 13 64 659 07:00 AM 8 40 1 49 3 59 16 78 3 22 3 28 2 16 2 20 175 07:15 AM 10 37 4 51 1 53 21 75 3 31 3 37 4 30 1 35 198 07:30 AM 20 34 5 59 6 62 21 89 6 39 4 49 3 30 9 42 239 07:45 AM 17 56 4 77 7 67 34 108 2 46 4 52 4 35 3 42 279 Total 55 167 14 236 17 241 92 350 14 138 14 166 13 111 15 139 891 08:00 AM 11 49 4 64 3 47 22 72 4 41 2 47 4 30 5 39 222 08:15 AM 6 33 9 48 4 45 21 70 3 45 2 50 5 24 6 35 203 Grand Total 99 395 40 534 48 525 204 777 28 324 35 387 30 208 39 277 1975 Apprch %18.5 74 7.5 6.2 67.6 26.3 7.2 83.7 9 10.8 75.1 14.1 Total %5 20 2 27 2.4 26.6 10.3 39.3 1.4 16.4 1.8 19.6 1.5 10.5 2 14 Monroe Street Southbound Avenue 50 Westbound Monroe Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 20 34 5 59 6 62 21 89 6 39 4 49 3 30 9 42 239 07:45 AM 17 56 4 77 7 67 34 108 2 46 4 52 4 35 3 42 279 08:00 AM 11 49 4 64 3 47 22 72 4 41 2 47 4 30 5 39 222 08:15 AM 6 33 9 48 4 45 21 70 3 45 2 50 5 24 6 35 203 Total Volume 54 172 22 248 20 221 98 339 15 171 12 198 16 119 23 158 943 % App. Total 21.8 69.4 8.9 5.9 65.2 28.9 7.6 86.4 6.1 10.1 75.3 14.6 PHF .675 .768 .611 .805 .714 .825 .721 .785 .625 .929 .750 .952 .800 .850 .639 .940 .845 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-63 File Name : 15_IND_Monroe_Ave 50 AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of Indio N/S: Monroe Street E/W: Avenue 50 Weather: Clear Monroe Street Avenue 50 Avenue 50 Monroe Street Right 22 Thru 172 Left 54 InOut Total 285 248 533 Right98 Thru221 Left20 OutTotalIn185 339 524 Left 15 Thru 171 Right 12 Out TotalIn 215 198 413 Left16 Thru119 Right23 TotalOutIn258 158 416 Peak Hour Begins at 07:30 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:00 AM 07:30 AM 07:15 AM +0 mins.10 37 4 51 3 59 16 78 6 39 4 49 4 30 1 35 +15 mins.20 34 5 59 1 53 21 75 2 46 4 52 3 30 9 42 +30 mins.17 56 4 77 6 62 21 89 4 41 2 47 4 35 3 42 +45 mins.11 49 4 64 7 67 34 108 3 45 2 50 4 30 5 39 Total Volume 58 176 17 251 17 241 92 350 15 171 12 198 15 125 18 158 % App. Total 23.1 70.1 6.8 4.9 68.9 26.3 7.6 86.4 6.1 9.5 79.1 11.4 PHF .725 .786 .850 .815 .607 .899 .676 .810 .625 .929 .750 .952 .938 .893 .500 .940 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-64 File Name : 15_IND_Monroe_Ave 50 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 City of Indio N/S: Monroe Street E/W: Avenue 50 Weather: Clear Groups Printed- Total Volume Monroe Street Southbound Avenue 50 Westbound Monroe Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 25 41 3 69 0 43 22 65 2 110 23 135 5 72 6 83 352 02:45 PM 23 38 2 63 3 47 29 79 3 73 5 81 10 72 4 86 309 Total 48 79 5 132 3 90 51 144 5 183 28 216 15 144 10 169 661 03:00 PM 32 49 3 84 3 34 26 63 4 58 7 69 10 65 7 82 298 03:15 PM 23 42 8 73 3 53 23 79 10 62 7 79 5 62 7 74 305 03:30 PM 29 46 10 85 5 43 28 76 8 51 4 63 5 74 5 84 308 03:45 PM 20 42 6 68 1 52 34 87 4 74 6 84 7 53 4 64 303 Total 104 179 27 310 12 182 111 305 26 245 24 295 27 254 23 304 1214 04:00 PM 24 47 10 81 3 46 35 84 3 54 5 62 2 72 5 79 306 04:15 PM 32 45 14 91 3 53 28 84 3 55 3 61 6 50 5 61 297 04:30 PM 28 46 5 79 3 47 21 71 2 58 3 63 6 64 8 78 291 04:45 PM 28 44 8 80 3 48 23 74 4 57 2 63 7 61 4 72 289 Total 112 182 37 331 12 194 107 313 12 224 13 249 21 247 22 290 1183 05:00 PM 37 62 10 109 5 58 21 84 3 41 4 48 5 59 14 78 319 05:15 PM 17 63 8 88 6 53 24 83 4 50 3 57 7 73 4 84 312 Grand Total 318 565 87 970 38 577 314 929 50 743 72 865 75 777 73 925 3689 Apprch %32.8 58.2 9 4.1 62.1 33.8 5.8 85.9 8.3 8.1 84 7.9 Total %8.6 15.3 2.4 26.3 1 15.6 8.5 25.2 1.4 20.1 2 23.4 2 21.1 2 25.1 Monroe Street Southbound Avenue 50 Westbound Monroe Street Northbound Avenue 50 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 25 41 3 69 0 43 22 65 2 110 23 135 5 72 6 83 352 02:45 PM 23 38 2 63 3 47 29 79 3 73 5 81 10 72 4 86 309 03:00 PM 32 49 3 84 3 34 26 63 4 58 7 69 10 65 7 82 298 03:15 PM 23 42 8 73 3 53 23 79 10 62 7 79 5 62 7 74 305 Total Volume 103 170 16 289 9 177 100 286 19 303 42 364 30 271 24 325 1264 % App. Total 35.6 58.8 5.5 3.1 61.9 35 5.2 83.2 11.5 9.2 83.4 7.4 PHF .805 .867 .500 .860 .750 .835 .862 .905 .475 .689 .457 .674 .750 .941 .857 .945 .898 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-65 File Name : 15_IND_Monroe_Ave 50 PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 City of Indio N/S: Monroe Street E/W: Avenue 50 Weather: Clear Monroe Street Avenue 50 Avenue 50 Monroe Street Right 16 Thru 170 Left 103 InOut Total 433 289 722 Right100 Thru177 Left9 OutTotalIn416 286 702 Left 19 Thru 303 Right 42 Out TotalIn 203 364 567 Left30 Thru271 Right24 TotalOutIn212 325 537 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 03:30 PM 02:30 PM 02:45 PM +0 mins.32 45 14 91 5 43 28 76 2 110 23 135 10 72 4 86 +15 mins.28 46 5 79 1 52 34 87 3 73 5 81 10 65 7 82 +30 mins.28 44 8 80 3 46 35 84 4 58 7 69 5 62 7 74 +45 mins.37 62 10 109 3 53 28 84 10 62 7 79 5 74 5 84 Total Volume 125 197 37 359 12 194 125 331 19 303 42 364 30 273 23 326 % App. Total 34.8 54.9 10.3 3.6 58.6 37.8 5.2 83.2 11.5 9.2 83.7 7.1 PHF .845 .794 .661 .823 .600 .915 .893 .951 .475 .689 .457 .674 .750 .922 .821 .948 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-66 File Name : 18_CRV_Jackson_58th AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 County of Riverside N/S: Jackson Street E/W: 58th Avenue Weather: Clear Groups Printed- Total Volume Jackson Street Southbound 58th Avenue Westbound Jackson Street Northbound 58th Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 06:00 AM 2 7 4 13 0 11 1 12 2 5 0 7 0 5 2 7 39 06:15 AM 0 15 5 20 0 6 0 6 1 7 1 9 0 4 1 5 40 06:30 AM 1 3 0 4 1 6 1 8 0 9 1 10 5 5 1 11 33 06:45 AM 3 11 3 17 0 8 1 9 2 5 0 7 0 2 1 3 36 Total 6 36 12 54 1 31 3 35 5 26 2 33 5 16 5 26 148 07:00 AM 2 11 2 15 1 9 0 10 1 7 0 8 1 6 1 8 41 07:15 AM 1 12 3 16 0 6 1 7 0 7 1 8 0 7 1 8 39 07:30 AM 2 10 2 14 0 6 0 6 1 6 0 7 2 8 2 12 39 07:45 AM 3 17 2 22 0 5 1 6 0 8 1 9 1 3 2 6 43 Total 8 50 9 67 1 26 2 29 2 28 2 32 4 24 6 34 162 08:00 AM 3 9 1 13 0 4 1 5 0 7 0 7 1 3 0 4 29 08:15 AM 0 10 1 11 0 8 1 9 3 8 0 11 1 2 0 3 34 Grand Total 17 105 23 145 2 69 7 78 10 69 4 83 11 45 11 67 373 Apprch %11.7 72.4 15.9 2.6 88.5 9 12 83.1 4.8 16.4 67.2 16.4 Total %4.6 28.2 6.2 38.9 0.5 18.5 1.9 20.9 2.7 18.5 1.1 22.3 2.9 12.1 2.9 18 Jackson Street Southbound 58th Avenue Westbound Jackson Street Northbound 58th Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 2 11 2 15 1 9 0 10 1 7 0 8 1 6 1 8 41 07:15 AM 1 12 3 16 0 6 1 7 0 7 1 8 0 7 1 8 39 07:30 AM 2 10 2 14 0 6 0 6 1 6 0 7 2 8 2 12 39 07:45 AM 3 17 2 22 0 5 1 6 0 8 1 9 1 3 2 6 43 Total Volume 8 50 9 67 1 26 2 29 2 28 2 32 4 24 6 34 162 % App. Total 11.9 74.6 13.4 3.4 89.7 6.9 6.2 87.5 6.2 11.8 70.6 17.6 PHF .667 .735 .750 .761 .250 .722 .500 .725 .500 .875 .500 .889 .500 .750 .750 .708 .942 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-67 File Name : 18_CRV_Jackson_58th AM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 County of Riverside N/S: Jackson Street E/W: 58th Avenue Weather: Clear Jackson Street 58th Avenue 58th Avenue Jackson Street Right 9 Thru 50 Left 8 InOut Total 34 67 101 Right2 Thru26 Left1 OutTotalIn34 29 63 Left 2 Thru 28 Right 2 Out TotalIn 57 32 89 Left4 Thru24 Right6 TotalOutIn37 34 71 Peak Hour Begins at 07:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 06:00 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 06:00 AM 06:15 AM 07:00 AM +0 mins.2 11 2 15 0 11 1 12 1 7 1 9 1 6 1 8 +15 mins.1 12 3 16 0 6 0 6 0 9 1 10 0 7 1 8 +30 mins.2 10 2 14 1 6 1 8 2 5 0 7 2 8 2 12 +45 mins.3 17 2 22 0 8 1 9 1 7 0 8 1 3 2 6 Total Volume 8 50 9 67 1 31 3 35 4 28 2 34 4 24 6 34 % App. Total 11.9 74.6 13.4 2.9 88.6 8.6 11.8 82.4 5.9 11.8 70.6 17.6 PHF .667 .735 .750 .761 .250 .705 .750 .729 .500 .778 .500 .850 .500 .750 .750 .708 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-68 File Name : 18_CRV_Jackson_58th PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 1 County of Riverside N/S: Jackson Street E/W: 58th Avenue Weather: Clear Groups Printed- Total Volume Jackson Street Southbound 58th Avenue Westbound Jackson Street Northbound 58th Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 02:30 PM 0 14 2 16 0 5 2 7 2 14 2 18 11 29 2 42 83 02:45 PM 1 6 4 11 0 5 0 5 1 16 3 20 6 10 1 17 53 Total 1 20 6 27 0 10 2 12 3 30 5 38 17 39 3 59 136 03:00 PM 1 11 3 15 0 9 2 11 4 22 4 30 1 4 1 6 62 03:15 PM 2 12 1 15 0 4 2 6 0 18 2 20 4 18 1 23 64 03:30 PM 2 15 1 18 1 8 3 12 1 11 0 12 2 13 1 16 58 03:45 PM 3 13 1 17 0 6 0 6 2 11 0 13 1 4 0 5 41 Total 8 51 6 65 1 27 7 35 7 62 6 75 8 39 3 50 225 04:00 PM 0 12 2 14 2 6 1 9 0 14 0 14 3 10 1 14 51 04:15 PM 2 11 2 15 0 5 1 6 1 9 0 10 5 7 0 12 43 04:30 PM 5 12 3 20 0 5 1 6 1 15 0 16 2 5 1 8 50 04:45 PM 2 10 2 14 0 4 1 5 2 17 0 19 3 3 0 6 44 Total 9 45 9 63 2 20 4 26 4 55 0 59 13 25 2 40 188 05:00 PM 1 4 2 7 2 9 0 11 0 10 0 10 3 3 1 7 35 05:15 PM 0 9 2 11 1 3 0 4 2 14 0 16 2 9 0 11 42 Grand Total 19 129 25 173 6 69 13 88 16 171 11 198 43 115 9 167 626 Apprch %11 74.6 14.5 6.8 78.4 14.8 8.1 86.4 5.6 25.7 68.9 5.4 Total %3 20.6 4 27.6 1 11 2.1 14.1 2.6 27.3 1.8 31.6 6.9 18.4 1.4 26.7 Jackson Street Southbound 58th Avenue Westbound Jackson Street Northbound 58th Avenue Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 0 14 2 16 0 5 2 7 2 14 2 18 11 29 2 42 83 02:45 PM 1 6 4 11 0 5 0 5 1 16 3 20 6 10 1 17 53 03:00 PM 1 11 3 15 0 9 2 11 4 22 4 30 1 4 1 6 62 03:15 PM 2 12 1 15 0 4 2 6 0 18 2 20 4 18 1 23 64 Total Volume 4 43 10 57 0 23 6 29 7 70 11 88 22 61 5 88 262 % App. Total 7 75.4 17.5 0 79.3 20.7 8 79.5 12.5 25 69.3 5.7 PHF .500 .768 .625 .891 .000 .639 .750 .659 .438 .795 .688 .733 .500 .526 .625 .524 .789 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-69 File Name : 18_CRV_Jackson_58th PM Site Code : 05117509 Start Date : 8/15/2017 Page No : 2 County of Riverside N/S: Jackson Street E/W: 58th Avenue Weather: Clear Jackson Street 58th Avenue 58th Avenue Jackson Street Right 10 Thru 43 Left 4 InOut Total 98 57 155 Right6 Thru23 Left0 OutTotalIn76 29 105 Left 7 Thru 70 Right 11 Out TotalIn 48 88 136 Left22 Thru61 Right5 TotalOutIn40 88 128 Peak Hour Begins at 02:30 PM Total Volume Peak Hour Data North Peak Hour Analysis From 02:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:45 PM 03:00 PM 02:30 PM 02:30 PM +0 mins.3 13 1 17 0 9 2 11 2 14 2 18 11 29 2 42 +15 mins.0 12 2 14 0 4 2 6 1 16 3 20 6 10 1 17 +30 mins.2 11 2 15 1 8 3 12 4 22 4 30 1 4 1 6 +45 mins.5 12 3 20 0 6 0 6 0 18 2 20 4 18 1 23 Total Volume 10 48 8 66 1 27 7 35 7 70 11 88 22 61 5 88 % App. Total 15.2 72.7 12.1 2.9 77.1 20 8 79.5 12.5 25 69.3 5.7 PHF .500 .923 .667 .825 .250 .750 .583 .729 .438 .795 .688 .733 .500 .526 .625 .524 Counts Unlimited PO Box 1178 Corona, CA 92878 (951) 268-6268 3.1-70 Page 1 City of La Quinta Avenue 58 W/ Jackson Street 24 Hour Directional Volume Count LQA003 Site Code: 051-19233 Counts Unlimited, Inc PO Box 1178 Corona, CA 92878 Phone: 951-268-6268 email: counts@countsunlimited.com Start 4/9/2019 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 1 18 3 13 12:15 1 16 1 8 12:30 0 10 8 12 12:45 2 8 4 52 2 22 14 55 18 107 01:00 1 23 0 16 01:15 0 19 0 7 01:30 0 15 0 12 01:45 1 16 2 73 0 14 0 49 2 122 02:00 0 23 0 12 02:15 1 14 1 9 02:30 0 22 0 22 02:45 0 16 1 75 0 10 1 53 2 128 03:00 0 52 0 32 03:15 0 31 1 22 03:30 0 18 1 18 03:45 2 18 2 119 0 15 2 87 4 206 04:00 1 17 3 18 04:15 0 19 5 15 04:30 0 19 11 14 04:45 1 12 2 67 8 8 27 55 29 122 05:00 0 17 10 20 05:15 0 12 11 8 05:30 5 12 10 9 05:45 7 9 12 50 19 1 50 38 62 88 06:00 12 2 28 6 06:15 10 5 30 8 06:30 17 4 18 6 06:45 13 2 52 13 23 6 99 26 151 39 07:00 14 6 22 5 07:15 10 8 22 3 07:30 12 9 13 2 07:45 20 2 56 25 19 7 76 17 132 42 08:00 10 5 13 2 08:15 16 0 22 7 08:30 14 2 18 2 08:45 13 3 53 10 18 2 71 13 124 23 09:00 13 0 10 4 09:15 11 0 18 3 09:30 10 2 14 6 09:45 15 2 49 4 15 2 57 15 106 19 10:00 10 3 12 1 10:15 26 2 19 1 10:30 11 4 16 0 10:45 16 1 63 10 16 0 63 2 126 12 11:00 6 1 9 0 11:15 7 1 12 1 11:30 10 0 12 0 11:45 8 2 31 4 11 0 44 1 75 5 Total 327 502 327 502 504 411 504 411 831 913 Combined Total 829 829 915 915 1744 AM Peak - 10:00 --- 06:00 ----- Vol.- 63 --- 99 ----- P.H.F. 0.606 0.825 PM Peak -- 02:30 --- 03:00 ---- Vol.-- 121 --- 87 ---- P.H.F. 0.582 0.680 Percentag e 39.4% 60.6% 55.1% 44.9% ADT/AADT ADT 1,744 AADT 1,744 3.1-71 Page 1 City of La Quinta Madison Street S/ Avenue 56 24 Hour Directional Volume Count LQA004 Site Code: 051-19233 Counts Unlimited, Inc PO Box 1178 Corona, CA 92878 Phone: 951-268-6268 email: counts@countsunlimited.com Start 4/9/2019 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 0 64 0 62 12:15 1 69 0 34 12:30 2 45 0 51 12:45 2 74 5 252 1 66 1 213 6 465 01:00 1 65 3 70 01:15 2 69 3 59 01:30 1 78 2 60 01:45 1 62 5 274 1 49 9 238 14 512 02:00 0 75 1 74 02:15 0 47 1 54 02:30 0 75 0 62 02:45 0 58 0 255 2 78 4 268 4 523 03:00 0 70 2 72 03:15 0 42 0 92 03:30 0 73 3 64 03:45 2 58 2 243 1 72 6 300 8 543 04:00 4 69 3 58 04:15 3 53 5 66 04:30 10 44 9 67 04:45 8 39 25 205 11 66 28 257 53 462 05:00 7 48 8 45 05:15 9 49 20 52 05:30 12 42 21 55 05:45 16 43 44 182 25 48 74 200 118 382 06:00 28 29 24 35 06:15 27 27 25 41 06:30 46 27 34 32 06:45 36 16 137 99 53 33 136 141 273 240 07:00 54 17 51 40 07:15 60 22 47 28 07:30 59 12 43 31 07:45 49 12 222 63 53 35 194 134 416 197 08:00 65 20 41 25 08:15 50 8 47 32 08:30 58 10 54 25 08:45 80 12 253 50 52 17 194 99 447 149 09:00 61 9 30 18 09:15 63 10 45 17 09:30 81 6 36 10 09:45 73 7 278 32 33 14 144 59 422 91 10:00 60 4 49 13 10:15 72 0 52 10 10:30 83 1 50 7 10:45 62 1 277 6 47 6 198 36 475 42 11:00 76 1 43 5 11:15 66 2 73 2 11:30 51 3 55 4 11:45 63 2 256 8 63 3 234 14 490 22 Total 1504 1669 1504 1669 1222 1959 1222 1959 2726 3628 Combined Total 3173 3173 3181 3181 6354 AM Peak - 10:15 --- 11:00 ----- Vol.- 293 --- 234 ----- P.H.F. 0.883 0.801 PM Peak -- 00:45 --- 02:45 ---- Vol.-- 286 --- 306 ---- P.H.F. 0.917 0.832 Percentag e 47.4% 52.6% 38.4% 61.6% ADT/AADT ADT 6,354 AADT 6,354 3.1-72 Page 1 City of La Quinta Monroe Street S/ Avenue 60 24 Hour Directional Volume Count LQA008 Site Code: 051-19233 Counts Unlimited, Inc PO Box 1178 Corona, CA 92878 Phone: 951-268-6268 email: counts@countsunlimited.com Start 4/9/2019 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 0 12 1 8 12:15 0 13 0 14 12:30 0 6 0 9 12:45 0 9 0 40 0 11 1 42 1 82 01:00 0 14 0 17 01:15 0 10 1 8 01:30 1 12 1 14 01:45 0 15 1 51 1 15 3 54 4 105 02:00 1 10 2 18 02:15 0 22 0 15 02:30 0 21 0 26 02:45 0 14 1 67 1 19 3 78 4 145 03:00 0 19 0 34 03:15 0 18 0 20 03:30 2 18 1 20 03:45 2 12 4 67 0 16 1 90 5 157 04:00 0 6 1 18 04:15 0 8 0 20 04:30 7 17 1 14 04:45 6 8 13 39 0 24 2 76 15 115 05:00 6 10 2 19 05:15 4 10 6 14 05:30 8 15 2 15 05:45 5 8 23 43 6 12 16 60 39 103 06:00 11 8 8 12 06:15 8 8 10 13 06:30 22 8 24 11 06:45 16 4 57 28 27 14 69 50 126 78 07:00 18 4 11 7 07:15 12 6 16 8 07:30 18 3 18 6 07:45 13 6 61 19 16 7 61 28 122 47 08:00 11 2 12 4 08:15 15 3 13 9 08:30 12 2 14 8 08:45 18 0 56 7 18 3 57 24 113 31 09:00 7 2 8 2 09:15 10 1 6 3 09:30 13 3 6 7 09:45 9 0 39 6 4 8 24 20 63 26 10:00 14 0 8 1 10:15 8 1 12 2 10:30 7 0 10 5 10:45 8 0 37 1 12 2 42 10 79 11 11:00 8 1 12 1 11:15 10 0 6 0 11:30 8 0 12 1 11:45 10 0 36 1 7 0 37 2 73 3 Total 328 369 328 369 316 534 316 534 644 903 Combined Total 697 697 850 850 1547 AM Peak - 06:30 --- 06:30 ----- Vol.- 68 --- 78 ----- P.H.F. 0.773 0.722 PM Peak -- 02:15 --- 02:30 ---- Vol.-- 76 --- 99 ---- P.H.F. 0.864 0.728 Percentag e 47.1% 52.9% 37.2% 62.8% ADT/AADT ADT 1,547 AADT 1,547 3.1-73 Page 1 City of La Quinta Monroe Street S/ Avenue 56 24 Hour Directional Volume Count LQA010 Site Code: 051-19233 Counts Unlimited, Inc PO Box 1178 Corona, CA 92878 Phone: 951-268-6268 email: counts@countsunlimited.com Start 4/9/2019 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 0 33 4 30 12:15 1 32 0 39 12:30 1 26 1 24 12:45 0 34 2 125 0 26 5 119 7 244 01:00 2 23 1 25 01:15 1 31 0 26 01:30 1 28 2 27 01:45 1 53 5 135 2 28 5 106 10 241 02:00 0 30 1 36 02:15 0 51 0 38 02:30 0 40 1 37 02:45 0 65 0 186 0 36 2 147 2 333 03:00 1 51 0 26 03:15 3 44 0 24 03:30 0 30 2 20 03:45 1 39 5 164 1 18 3 88 8 252 04:00 1 22 0 22 04:15 4 45 3 29 04:30 5 25 5 29 04:45 5 21 15 113 8 22 16 102 31 215 05:00 4 24 8 21 05:15 7 21 11 17 05:30 7 9 18 17 05:45 6 15 24 69 22 17 59 72 83 141 06:00 14 15 21 10 06:15 26 11 29 21 06:30 30 8 40 17 06:45 15 9 85 43 29 10 119 58 204 101 07:00 18 13 27 11 07:15 32 7 25 9 07:30 24 12 35 5 07:45 33 2 107 34 39 11 126 36 233 70 08:00 37 4 39 12 08:15 28 1 29 3 08:30 34 5 28 6 08:45 30 4 129 14 18 2 114 23 243 37 09:00 30 4 23 7 09:15 29 3 31 7 09:30 19 0 21 8 09:45 33 0 111 7 27 3 102 25 213 32 10:00 42 4 28 4 10:15 22 0 27 4 10:30 34 0 19 4 10:45 28 0 126 4 38 0 112 12 238 16 11:00 39 2 25 1 11:15 22 0 28 1 11:30 36 0 27 1 11:45 33 0 130 2 41 1 121 4 251 6 Total 739 896 739 896 784 792 784 792 1523 1688 Combined Total 1635 1635 1576 1576 3211 AM Peak - 07:45 --- 07:30 ----- Vol.- 132 --- 142 ----- P.H.F. 0.892 0.910 PM Peak -- 02:15 --- 02:00 ---- Vol.-- 207 --- 147 ---- P.H.F. 0.796 0.967 Percentag e 45.2% 54.8% 49.7% 50.3% ADT/AADT ADT 3,211 AADT 3,211 3.1-74 Page 1 City of La Quinta Avenue 50 E/ Jefferson Street 24 Hour Directional Volume Count LQA007 Site Code: 051-19315 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Start 21-May-19 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 13 68 8 92 12:15 15 63 7 78 12:30 4 70 6 64 12:45 4 67 36 268 2 71 23 305 59 573 01:00 4 87 3 92 01:15 1 75 2 103 01:30 5 76 1 100 01:45 3 104 13 342 1 112 7 407 20 749 02:00 1 114 0 94 02:15 2 85 3 92 02:30 1 107 4 101 02:45 2 141 6 447 1 94 8 381 14 828 03:00 0 126 1 104 03:15 2 106 0 114 03:30 1 115 4 93 03:45 3 115 6 462 7 117 12 428 18 890 04:00 3 89 6 90 04:15 3 116 4 108 04:30 4 96 7 101 04:45 3 85 13 386 23 95 40 394 53 780 05:00 6 105 16 96 05:15 13 102 28 100 05:30 15 94 26 107 05:45 16 76 50 377 34 91 104 394 154 771 06:00 14 72 31 81 06:15 14 85 35 96 06:30 31 59 62 69 06:45 40 68 99 284 106 73 234 319 333 603 07:00 64 57 119 55 07:15 80 62 111 56 07:30 79 77 124 53 07:45 84 49 307 245 109 57 463 221 770 466 08:00 103 64 98 43 08:15 78 54 83 48 08:30 70 56 97 35 08:45 52 54 303 228 66 39 344 165 647 393 09:00 57 54 58 38 09:15 48 39 61 27 09:30 60 53 70 16 09:45 47 29 212 175 80 30 269 111 481 286 10:00 48 25 77 31 10:15 49 37 70 13 10:30 50 29 63 15 10:45 74 13 221 104 82 15 292 74 513 178 11:00 45 17 72 9 11:15 50 20 67 9 11:30 65 17 56 3 11:45 67 4 227 58 65 6 260 27 487 85 Total 1493 3376 1493 3376 2056 3226 2056 3226 3549 6602 Combined Total 4869 4869 5282 5282 10151 AM Peak - 07:15 --- 07:00 ----- Vol.- 346 --- 463 ----- P.H.F. 0.840 0.933 PM Peak -- 02:45 --- 03:00 ---- Vol.-- 488 --- 428 ---- P.H.F. 0.865 0.915 Percentag e 30.7% 69.3% 38.9% 61.1% ADT/AADT ADT 10,151 AADT 10,151 3.1-75 Page 1 City of La Quinta Jefferson Street B/ Avenue 50 - Ralphs Driveway 2 24 Hour Directional Volume Count LQA004 Site Code: 051-19315 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Start 21-May-19 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 10 165 15 174 12:15 6 198 18 176 12:30 11 170 11 138 12:45 2 184 29 717 11 160 55 648 84 1365 01:00 2 177 8 174 01:15 9 173 8 185 01:30 3 189 4 185 01:45 2 207 16 746 6 215 26 759 42 1505 02:00 6 211 5 222 02:15 4 199 4 214 02:30 4 240 11 202 02:45 1 226 15 876 5 202 25 840 40 1716 03:00 1 221 2 230 03:15 2 240 2 194 03:30 10 241 4 196 03:45 6 207 19 909 7 209 15 829 34 1738 04:00 5 170 4 166 04:15 9 176 18 212 04:30 16 169 14 175 04:45 40 166 70 681 16 205 52 758 122 1439 05:00 22 184 28 201 05:15 22 182 35 206 05:30 37 153 35 194 05:45 52 157 133 676 62 173 160 774 293 1450 06:00 58 130 64 152 06:15 83 147 56 155 06:30 97 119 94 133 06:45 145 113 383 509 163 101 377 541 760 1050 07:00 180 99 206 140 07:15 204 111 178 116 07:30 227 95 205 106 07:45 177 58 788 363 186 84 775 446 1563 809 08:00 172 61 218 112 08:15 186 52 161 96 08:30 170 64 144 87 08:45 171 48 699 225 129 115 652 410 1351 635 09:00 149 65 126 91 09:15 163 57 144 78 09:30 179 44 141 79 09:45 177 39 668 205 138 68 549 316 1217 521 10:00 166 32 124 51 10:15 188 25 123 57 10:30 174 18 151 41 10:45 173 24 701 99 147 28 545 177 1246 276 11:00 177 13 152 32 11:15 177 12 141 36 11:30 155 13 172 27 11:45 174 5 683 43 161 21 626 116 1309 159 Total 4204 6049 4204 6049 3857 6614 3857 6614 8061 12663 Combined Total 10253 10253 10471 10471 20724 AM Peak - 07:00 --- 07:15 ----- Vol.- 788 --- 787 ----- P.H.F. 0.868 0.903 PM Peak -- 02:45 --- 01:45 ---- Vol.-- 928 --- 853 ---- P.H.F. 0.963 0.961 Percentag e 41.0% 59.0% 36.8% 63.2% ADT/AADT ADT 20,724 AADT 20,724 3.1-76 Page 1 City of La Quinta Jefferson Street N/ Pomelo 24 Hour Directional Volume Count LQA005 Site Code: 051-19315 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 Phone: (951) 268-6268 email: counts@countsunlimited.com Start 21-May-19 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 4 132 5 142 12:15 5 144 12 139 12:30 7 150 9 124 12:45 2 137 18 563 8 139 34 544 52 1107 01:00 1 142 6 133 01:15 5 141 3 147 01:30 2 165 5 111 01:45 2 141 10 589 4 165 18 556 28 1145 02:00 6 160 5 161 02:15 3 176 2 160 02:30 1 189 9 141 02:45 3 163 13 688 3 153 19 615 32 1303 03:00 1 172 1 182 03:15 2 174 0 152 03:30 6 188 2 144 03:45 4 155 13 689 5 160 8 638 21 1327 04:00 3 127 2 142 04:15 12 138 12 171 04:30 11 131 14 152 04:45 32 125 58 521 13 154 41 619 99 1140 05:00 18 134 21 140 05:15 14 130 28 136 05:30 27 121 31 138 05:45 46 101 105 486 49 113 129 527 234 1013 06:00 52 97 53 133 06:15 76 94 50 101 06:30 78 90 77 98 06:45 106 80 312 361 108 80 288 412 600 773 07:00 118 80 111 104 07:15 145 58 130 75 07:30 160 55 139 73 07:45 144 41 567 234 130 70 510 322 1077 556 08:00 126 46 133 65 08:15 128 27 121 58 08:30 144 45 117 62 08:45 153 35 551 153 96 69 467 254 1018 407 09:00 123 30 120 72 09:15 136 31 122 56 09:30 143 21 116 55 09:45 139 26 541 108 115 55 473 238 1014 346 10:00 142 14 124 43 10:15 157 20 113 45 10:30 162 19 120 25 10:45 141 15 602 68 117 22 474 135 1076 203 11:00 136 11 144 27 11:15 153 9 112 20 11:30 119 8 134 17 11:45 155 1 563 29 127 19 517 83 1080 112 Total 3353 4489 3353 4489 2978 4943 2978 4943 6331 9432 Combined Total 7842 7842 7921 7921 15763 AM Peak - 10:00 --- 07:15 ----- Vol.- 602 --- 532 ----- P.H.F. 0.929 0.957 PM Peak -- 02:15 --- 03:00 ---- Vol.-- 700 --- 638 ---- P.H.F. 0.926 0.876 Percentag e 42.8% 57.2% 37.6% 62.4% ADT/AADT ADT 15,763 AADT 15,763 3.1-77 The Wave – Coral Mountain Traffic Impact Analysis 12615-03 TIA Report.docx This Page Intentionally Left Blank The Wave – Coral Mountain Traffic Impact Analysis 12615-03 TIA Report.docx APPENDIX 3.2: EXISTING (2019) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS The Wave – Coral Mountain Traffic Impact Analysis 12615-03 TIA Report.docx This Page Intentionally Left Blank Lanes, Volumes, Timings Existing AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 5 2 3 16 47 2 127 2 51 98 43 Future Volume (vph)37 5 2 3 16 47 2 127 2 51 98 43 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-1 HCM 6th AWSC Existing AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 5 2 3 16 47 2 127 2 51 98 43 Future Vol, veh/h 37 5 2 3 16 47 2 127 2 51 98 43 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 39 5 2 3 17 50 2 135 2 54 104 46 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 9 8.1 8.6 8.4 HCM LOS AAAA Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 95% 0% 100% 0% 0% 100% 10% 0% 100% Vol Right, %0% 0% 5% 0% 0% 100% 0% 0% 90% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 85 44 37 5 2 3 11 52 51 65 LT Vol 2003700300510 Through Vol 0 85 42 0500115065 RT Vol 002002004700 Lane Flow Rate 2 90 47 39 5 2 3 11 56 54 70 Geometry Grp 88888888888 Degree of Util (X) 0.003 0.131 0.068 0.066 0.008 0.003 0.005 0.017 0.076 0.085 0.099 Departure Headway (Hd)5.75 5.25 5.218 6.047 5.547 4.847 6.021 5.521 4.893 5.637 5.137 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 622 682 686 592 644 736 594 647 730 636 697 Service Time 3.487 2.987 2.955 3.792 3.292 2.592 3.763 3.263 2.634 3.371 2.871 HCM Lane V/C Ratio 0.003 0.132 0.069 0.066 0.008 0.003 0.005 0.017 0.077 0.085 0.1 HCM Control Delay 8.5 8.8 8.3 9.2 8.3 7.6 8.8 8.4 8 8.9 8.4 HCM Lane LOS AAAAAAAAAAA HCM 95th-tile Q 0 0.4 0.2 0.2 0 0 0 0.1 0.2 0.3 0.3 3.2-2 Lanes, Volumes, Timings Existing AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)10 60 0 191 6 75 197 Future Volume (vph)10 60 0 191 6 75 197 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)22.0 22.0 11.5 24.0 24.0 14.0 26.5 Total Split (%)36.7% 36.7% 19.2% 40.0% 40.0% 23.3% 44.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14 (23%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 3.2-3 HCM 6th Signalized Intersection Summary Existing AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 10 60 0 191 6 75 197 Future Volume (veh/h) 10 60 0 191 6 75 197 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 11 69 220 7 86 226 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 163 145 2106 939 169 2673 Arrive On Green 0.09 0.09 0.61 0.61 0.10 0.77 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 11 69 220 7 86 226 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 0.3 2.5 1.6 0.1 2.8 1.0 Cycle Q Clear(g_c), s 0.3 2.5 1.6 0.1 2.8 1.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 163 145 2106 939 169 2673 V/C Ratio(X) 0.07 0.47 0.10 0.01 0.51 0.08 Avail Cap(c_a), veh/h 520 463 2106 939 289 2673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.8 25.8 4.9 4.6 25.7 1.7 Incr Delay (d2), s/veh 0.2 2.4 0.1 0.0 2.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.9 0.3 0.0 1.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.9 28.2 5.0 4.6 28.1 1.7 LnGrp LOS C C A A C A Approach Vol, veh/h 80 227 312 Approach Delay, s/veh 27.7 5.0 9.0 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.8 40.5 50.3 9.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 19.5 22.0 17.5 Max Q Clear Time (g_c+I1), s 4.8 3.6 3.0 4.5 Green Ext Time (p_c), s 0.1 1.0 1.1 0.1 Intersection Summary HCM 6th Ctrl Delay 9.9 HCM 6th LOS A Notes User approved ignoring U-Turning movement. 3.2-4 Lanes, Volumes, Timings Existing AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)9 138 205 24 124 24 189 124 21 39 100 12 Future Volume (vph)9 138 205 24 124 24 189 124 21 39 100 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-5 HCM 6th AWSC Existing AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh12.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 138 205 24 124 24 189 124 21 39 100 12 Future Vol, veh/h 9 138 205 24 124 24 189 124 21 39 100 12 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 10 155 230 27 139 27 212 139 24 44 112 13 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 13.8 11.3 13.4 11.2 HCM LOS B B B B Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 66% 0% 100% 18% 0% 100% 63% 0% 100% 74% Vol Right, %0% 0% 34% 0% 0% 82% 0% 0% 37% 0% 0% 26% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 189 83 62 9 92 251 24 83 65 39 67 45 LT Vol 1890090024003900 Through Vol 0 83 41 0 92 46 0 83 41 0 67 33 RT Vol 0 0 21 0 0 205 0 0 24 0 0 12 Lane Flow Rate 212 93 70 10 103 282 27 93 73 44 75 51 Geometry Grp 888888888888 Degree of Util (X) 0.43 0.175 0.128 0.021 0.195 0.488 0.058 0.188 0.144 0.096 0.153 0.102 Departure Headway (Hd) 7.291 6.791 6.555 7.298 6.798 6.226 7.803 7.303 7.046 7.861 7.361 7.175 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 491 524 542 487 524 573 462 494 512 458 490 502 Service Time 5.09 4.59 4.354 5.096 4.596 4.025 5.503 5.003 4.746 5.567 5.067 4.881 HCM Lane V/C Ratio 0.432 0.177 0.129 0.021 0.197 0.492 0.058 0.188 0.143 0.096 0.153 0.102 HCM Control Delay 15.5 11 10.3 10.3 11.3 14.9 11 11.7 10.9 11.4 11.4 10.7 HCM Lane LOS C BBBBBBBBBBB HCM 95th-tile Q 2.1 0.6 0.4 0.1 0.7 2.7 0.2 0.7 0.5 0.3 0.5 0.3 3.2-6 Lanes, Volumes, Timings Existing AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)55 282 25 12 257 52 61 110 10 38 110 44 Future Volume (vph)55 282 25 12 257 52 61 110 10 38 110 44 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 53.0 53.0 15.0 45.0 45.0 17.0 36.0 36.0 16.0 35.0 35.0 Total Split (%)19.2% 44.2% 44.2% 12.5% 37.5% 37.5% 14.2% 30.0% 30.0% 13.3% 29.2% 29.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 3.2-7 HCM 6th Signalized Intersection Summary Existing AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 282 25 12 257 52 61 110 10 38 110 44 Future Volume (veh/h) 55 282 25 12 257 52 61 110 10 38 110 44 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 63 324 29 14 295 60 70 126 11 44 126 51 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 89 1802 804 38 1700 758 177 908 405 151 881 393 Arrive On Green 0.05 0.52 0.52 0.02 0.49 0.49 0.05 0.26 0.26 0.04 0.25 0.25 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 63 324 29 14 295 60 70 126 11 44 126 51 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 4.3 5.9 1.1 1.0 5.7 2.5 2.4 3.3 0.6 1.5 3.4 3.1 Cycle Q Clear(g_c), s 4.3 5.9 1.1 1.0 5.7 2.5 2.4 3.3 0.6 1.5 3.4 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 89 1802 804 38 1700 758 177 908 405 151 881 393 V/C Ratio(X) 0.71 0.18 0.04 0.37 0.17 0.08 0.39 0.14 0.03 0.29 0.14 0.13 Avail Cap(c_a), veh/h 267 1802 804 152 1700 758 350 908 405 322 881 393 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 15.2 14.0 57.9 17.0 16.1 55.0 33.9 32.9 55.5 34.6 34.5 Incr Delay (d2), s/veh 9.9 0.2 0.1 6.0 0.2 0.2 1.4 0.3 0.1 1.1 0.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 2.3 0.4 0.5 2.1 0.8 1.0 1.4 0.2 0.6 1.4 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.0 15.4 14.1 63.8 17.2 16.3 56.4 34.2 33.0 56.5 34.9 35.1 LnGrp LOS EBBEBBECCECD Approach Vol, veh/h 416 369 207 221 Approach Delay, s/veh 23.0 18.8 41.6 39.3 Approach LOS C B D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.9 36.0 7.1 67.0 10.8 35.1 10.6 63.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 31.5 10.5 48.5 12.5 30.5 18.5 40.5 Max Q Clear Time (g_c+I1), s 3.5 5.3 3.0 7.9 4.4 5.4 6.3 7.7 Green Ext Time (p_c), s 0.0 0.6 0.0 2.1 0.1 0.8 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 27.9 HCM 6th LOS C 3.2-8 Lanes, Volumes, Timings Existing AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)47 259 55 22 253 17 76 133 24 24 138 68 Future Volume (vph)47 259 55 22 253 17 76 133 24 24 138 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 48.0 48.0 18.0 44.0 44.0 18.0 38.0 38.0 16.0 36.0 36.0 Total Split (%)18.3% 40.0% 40.0% 15.0% 36.7% 36.7% 15.0% 31.7% 31.7% 13.3% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 3.2-9 HCM 6th Signalized Intersection Summary Existing AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 259 55 22 253 17 76 133 24 24 138 68 Future Volume (veh/h) 47 259 55 22 253 17 76 133 24 24 138 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 48 264 56 22 258 17 78 136 24 24 141 69 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 81 1741 777 53 1685 752 182 984 439 108 908 405 Arrive On Green 0.05 0.50 0.50 0.03 0.49 0.49 0.05 0.28 0.28 0.03 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 48 264 56 22 258 17 78 136 24 24 141 69 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 3.3 4.9 2.2 1.5 5.0 0.7 2.7 3.5 1.4 0.8 3.8 4.1 Cycle Q Clear(g_c), s 3.3 4.9 2.2 1.5 5.0 0.7 2.7 3.5 1.4 0.8 3.8 4.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 81 1741 777 53 1685 752 182 984 439 108 908 405 V/C Ratio(X) 0.59 0.15 0.07 0.42 0.15 0.02 0.43 0.14 0.05 0.22 0.16 0.17 Avail Cap(c_a), veh/h 253 1741 777 195 1685 752 379 984 439 322 908 405 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 16.0 15.4 57.1 17.1 16.0 55.0 32.0 31.2 56.6 34.0 34.2 Incr Delay (d2), s/veh 6.8 0.2 0.2 5.2 0.2 0.1 1.6 0.3 0.2 1.0 0.4 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.9 0.8 0.7 1.9 0.2 1.1 1.5 0.5 0.4 1.6 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.9 16.2 15.5 62.4 17.3 16.0 56.6 32.3 31.4 57.6 34.4 35.1 LnGrp LOS EBBEBBECCECD Approach Vol, veh/h 368 297 238 234 Approach Delay, s/veh 22.2 20.5 40.2 37.0 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 64.9 11.0 36.0 10.1 62.9 8.4 38.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 43.5 13.5 31.5 17.5 39.5 11.5 33.5 Max Q Clear Time (g_c+I1), s 3.5 6.9 4.7 6.1 5.3 7.0 2.8 5.5 Green Ext Time (p_c), s 0.0 1.8 0.1 0.9 0.1 1.5 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 28.6 HCM 6th LOS C 3.2-10 Lanes, Volumes, Timings Existing AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 41 7 247 5 119 26 308 143 26 Future Volume (vph)8 10 13 41 7 247 5 119 26 308 143 26 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-11 HCM 6th AWSC Existing AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh14.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 41 7 247 5 119 26 308 143 26 Future Vol, veh/h 8 10 13 41 7 247 5 119 26 308 143 26 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 46 8 274 6 132 29 342 159 29 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 10.3 13.5 10.8 16.5 HCM LOS B B B C Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %8% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %92% 70% 0% 100% 20% 0% 100% 0% 0% 100% 65% Vol Right, %0% 30% 0% 0% 80% 0% 0% 100% 0% 0% 35% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 65 86 8 7 16 41 7 247 308 95 74 LT Vol 50800410030800 Through Vol 60 60 07307009548 RT Vol 0 26 0 0 13 0 0 247 0 0 26 Lane Flow Rate 72 95 9 7 18 46 8 274 342 106 82 Geometry Grp 88888888888 Degree of Util (X) 0.137 0.175 0.02 0.015 0.035 0.092 0.015 0.462 0.631 0.181 0.134 Departure Headway (Hd) 6.9 6.648 8.001 7.494 6.928 7.268 6.763 6.056 6.637 6.136 5.889 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 517 538 445 475 513 492 527 593 544 584 607 Service Time 4.67 4.418 5.79 5.282 4.716 5.031 4.526 3.819 4.388 3.887 3.64 HCM Lane V/C Ratio 0.139 0.177 0.02 0.015 0.035 0.093 0.015 0.462 0.629 0.182 0.135 HCM Control Delay 10.8 10.8 11 10.4 10 10.8 9.6 14 20.1 10.2 9.6 HCM Lane LOS BBBBABABCBA HCM 95th-tile Q 0.5 0.6 0.1 0 0.1 0.3 0 2.4 4.4 0.7 0.5 3.2-12 Lanes, Volumes, Timings Existing AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)96 276 208 4 244 235 168 286 15 132 309 46 Future Volume (vph)96 276 208 4 244 235 168 286 15 132 309 46 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 3.2-13 HCM 6th Roundabout Existing AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 624 519 505 523 Demand Flow Rate, veh/h 636 529 515 534 Vehicles Circulating, veh/h 488 604 553 456 Vehicles Exiting, veh/h 452 448 343 419 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 7.0 4.9 15.2 11.1 Approach LOS A A C B Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 228 4.976 258 4.976 16 4.976 50 Entry Flow, veh/h 408 1887 271 1887 499 1887 484 1887 Cap Entry Lane, veh/h 839 0.980 745 0.980 785 0.980 867 0.980 Entry HV Adj Factor 0.981 224 0.981 253 0.980 16 0.980 49 Flow Entry, veh/h 400 1850 266 1850 489 1850 474 1850 Cap Entry, veh/h 823 0.121 731 0.137 769 0.009 849 0.026 V/C Ratio 0.486 0.0 0.364 0.0 0.636 0.0 0.558 0.0 Control Delay, s/veh 10.9 A 9.5 A 15.7 A 12.3 A LOS B0A0C0B0 95th %tile Queue, veh 3254 3.2-14 Lanes, Volumes, Timings Existing AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 12411213591133650445 Future Volume (vph)30 12411213591133650445 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 20.0 51.0 21.0 52.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 16.7% 42.5% 17.5% 43.3% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 90 (75%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 3.2-15 HCM 6th Signalized Intersection Summary Existing AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 12411213591133650445 Future Volume (veh/h) 30 12411213591133650445 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 32 12411314635143954248 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 59 1 137 54 8 137 65 3383 74 126 3311 290 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.04 0.68 0.68 0.15 1.00 1.00 Sat Flow, veh/h 3 11 1543 3 86 1543 1734 5006 110 1734 4654 408 Grp Volume(v), veh/h 33 0250131442022939384206 Grp Sat Flow(s),veh/h/ln 14 0 1543 89 0 1543 1734 1657 1801 1734 1657 1748 Q Serve(g_s), s 0.0 0.0 0.1 0.0 0.0 0.9 0.9 5.6 5.7 2.4 0.0 0.0 Cycle Q Clear(g_c), s 10.7 0.0 0.1 10.7 0.0 0.9 0.9 5.6 5.7 2.4 0.0 0.0 Prop In Lane 0.97 1.00 0.80 1.00 1.00 0.06 1.00 0.23 Lane Grp Cap(c), veh/h 60 0 137 62 0 137 65 2240 1218 126 2358 1243 V/C Ratio(X) 0.55 0.00 0.01 0.08 0.00 0.09 0.22 0.19 0.19 0.31 0.16 0.17 Avail Cap(c_a), veh/h 428 0 540 448 0 540 202 2240 1218 217 2358 1243 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 59.7 0.0 49.9 50.4 0.0 50.2 56.1 7.2 7.2 48.6 0.0 0.0 Incr Delay (d2), s/veh 15.5 0.0 0.1 1.2 0.0 0.6 3.5 0.2 0.3 2.5 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.1 0.2 0.0 0.4 0.5 1.7 1.9 1.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.2 0.0 50.0 51.6 0.0 50.9 59.6 7.4 7.6 51.1 0.1 0.2 LnGrp LOS E A D D A D E A A D A A Approach Vol, veh/h 35 18 663 629 Approach Delay, s/veh 73.8 51.1 8.6 3.3 Approach LOS E D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 88.6 16.7 10.5 92.8 16.7 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 15.0 43.5 42.0 14.0 44.5 42.0 Max Q Clear Time (g_c+I1), s 4.4 7.7 12.7 2.9 2.0 12.7 Green Ext Time (p_c), s 0.1 7.9 0.2 0.0 7.4 0.1 Intersection Summary HCM 6th Ctrl Delay 8.4 HCM 6th LOS A 3.2-16 Lanes, Volumes, Timings Existing AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 209 273 48 45 289 152 67 530 36 74 483 331 Future Volume (vph) 209 273 48 45 289 152 67 530 36 74 483 331 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 3.2-17 HCM 6th Signalized Intersection Summary Existing AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 209 273 48 45 289 152 67 530 36 74 483 331 Future Volume (veh/h) 209 273 48 45 289 152 67 530 36 74 483 331 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 213 279 49 46 295 155 68 541 37 76 493 338 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 239 1237 552 136 543 460 155 1228 381 310 1240 385 Arrive On Green 0.14 0.36 0.36 0.08 0.30 0.30 0.03 0.08 0.08 0.09 0.25 0.25 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 213 279 49 46 295 155 68 541 37 76 493 338 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 14.5 6.8 2.5 3.0 16.3 9.4 4.6 12.4 2.7 2.5 9.9 25.3 Cycle Q Clear(g_c), s 14.5 6.8 2.5 3.0 16.3 9.4 4.6 12.4 2.7 2.5 9.9 25.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 239 1237 552 136 543 460 155 1228 381 310 1240 385 V/C Ratio(X) 0.89 0.23 0.09 0.34 0.54 0.34 0.44 0.44 0.10 0.25 0.40 0.88 Avail Cap(c_a), veh/h 246 1237 552 173 543 460 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.9 26.9 25.6 52.3 35.3 32.8 55.3 47.2 42.7 50.6 37.5 43.3 Incr Delay (d2), s/veh 30.0 0.4 0.3 0.5 3.9 2.0 0.7 0.4 0.2 0.2 0.3 18.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 2.7 1.0 1.3 7.6 3.7 2.0 5.4 1.0 1.0 3.9 11.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.9 27.4 25.9 52.9 39.1 34.8 56.0 47.6 42.9 50.8 37.8 61.4 LnGrp LOS F CCDDCEDDDDE Approach Vol, veh/h 541 496 646 907 Approach Delay, s/veh 48.3 39.0 48.2 47.7 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 37.1 15.4 50.4 16.8 37.4 22.5 43.3 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 4.5 14.4 5.0 8.8 6.6 27.3 16.5 18.3 Green Ext Time (p_c), s 0.0 4.3 0.0 3.4 0.0 2.7 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 46.3 HCM 6th LOS D 3.2-18 Lanes, Volumes, Timings Existing AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)1 1 1 95 92 1 Future Volume (vph)1 1 1 95 92 1 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-19 HCM 6th AWSC Existing AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.2 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 1 1 95 92 1 Future Vol, veh/h 1 1 1 95 92 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 1 1 1 114 111 1 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 7.9 7.5 9 HCM LOS A A A Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %50% 0% 0% 100% 0% Vol Thru, %50% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 2 1 95 92 1 LT Vol 1 0 0 92 0 Through Vol 11000 RT Vol 0 0 95 0 1 Lane Flow Rate 2 1 114 111 1 Geometry Grp 47777 Degree of Util (X) 0.003 0.002 0.132 0.161 0.001 Departure Headway (Hd)4.869 4.852 4.151 5.237 4.036 Convergence, Y/N Yes Yes Yes Yes Yes Cap 739 742 869 681 879 Service Time 2.873 2.552 1.851 2.999 1.797 HCM Lane V/C Ratio 0.003 0.001 0.131 0.163 0.001 HCM Control Delay 7.9 7.6 7.5 9 6.8 HCM Lane LOS AAAAA HCM 95th-tile Q 0 0 0.5 0.6 0 3.2-20 Lanes, Volumes, Timings Existing AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)13 27 63 4 24 11 57 33 2 11 31 21 Future Volume (vph)13 27 63 4 24 11 57 33 2 11 31 21 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-21 HCM 6th AWSC Existing AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 27 63 4 24 11 57 33 2 11 31 21 Future Vol, veh/h 13 27 63 4 24 11 57 33 2 11 31 21 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 14 30 69 4 26 12 63 36 2 12 34 23 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 7.8 8.1 8.6 8 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 33% 0% 10% 100% 0% 0% Vol Thru, %0% 94% 68% 0% 62% 0% 100% 0% Vol Right, %0% 6% 0% 100% 28% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 57 35 40 63 39 11 31 21 LT Vol 57 0 13 0 4 11 0 0 Through Vol 0 33 27 0 24 0 31 0 RT Vol 0 2 0 63 11 0 0 21 Lane Flow Rate 63 38 44 69 43 12 34 23 Geometry Grp 88888888 Degree of Util (X) 0.097 0.054 0.064 0.085 0.06 0.019 0.049 0.029 Departure Headway (Hd)5.602 5.059 5.26 4.396 5.079 5.679 5.177 4.474 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 641 709 682 816 705 631 693 801 Service Time 3.326 2.783 2.982 2.119 2.808 3.403 2.901 2.197 HCM Lane V/C Ratio 0.098 0.054 0.065 0.085 0.061 0.019 0.049 0.029 HCM Control Delay 8.9 8.1 8.3 7.5 8.1 8.5 8.2 7.3 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.3 0.2 0.2 0.3 0.2 0.1 0.2 0.1 3.2-22 Lanes, Volumes, Timings Existing AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 32 16 4 37 26 11 59 3 15 72 28 Future Volume (vph)19 32 16 4 37 26 11 59 3 15 72 28 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-23 HCM 6th AWSC Existing AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 32 16 4 37 26 11 59 3 15 72 28 Future Vol, veh/h 19 32 16 4 37 26 11 59 3 15 72 28 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 23 38 19 5 44 31 13 70 4 18 86 33 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 8 7.8 8.1 8.3 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %15% 28% 6% 17% 0% Vol Thru, %81% 48% 55% 83% 0% Vol Right, % 4% 24% 39% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 73 67 67 87 28 LT Vol 11 19 4 15 0 Through Vol 59 32 37 72 0 RT Vol 3 16 26 0 28 Lane Flow Rate 87 80 80 104 33 Geometry Grp 52277 Degree of Util (X) 0.11 0.099 0.096 0.145 0.04 Departure Headway (Hd)4.563 4.472 4.34 5.056 4.266 Convergence, Y/N Yes Yes Yes Yes Yes Cap 786 803 828 712 841 Service Time 2.583 2.489 2.356 2.773 1.984 HCM Lane V/C Ratio 0.111 0.1 0.097 0.146 0.039 HCM Control Delay 8.1 8 7.8 8.6 7.2 HCM Lane LOS AAAAA HCM 95th-tile Q 0.4 0.3 0.3 0.5 0.1 3.2-24 Lanes, Volumes, Timings Existing AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 62 5 10 37 13 10 64 7 38 81 6 Future Volume (vph)0 62 5 10 37 13 10 64 7 38 81 6 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-25 HCM 6th AWSC Existing AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 62 5 10 37 13 10 64 7 38 81 6 Future Vol, veh/h 0 62 5 10 37 13 10 64 7 38 81 6 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 73 6 12 44 15 12 75 8 45 95 7 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 8.5 8.7 8.7 8.4 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 17% 100% 0% 0% Vol Thru, %0% 90% 100% 100% 0% 62% 0% 100% 82% Vol Right, %0% 10% 0% 0% 100% 22% 0% 0% 18% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 10 71 0 62 5 60 38 54 33 LT Vol 100000103800 Through Vol 0 64 0 62 0 37 0 54 27 RT Vol 0700513006 Lane Flow Rate 12 84 0 73 6 71 45 64 39 Geometry Grp 887778888 Degree of Util (X) 0.019 0.121 0 0.106 0.007 0.104 0.07 0.091 0.054 Departure Headway (Hd) 5.783 5.211 5.211 5.211 4.509 5.301 5.677 5.175 5.047 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 619 687 0 688 793 676 631 692 709 Service Time 3.518 2.946 2.942 2.942 2.24 3.037 3.411 2.909 2.781 HCM Lane V/C Ratio 0.019 0.122 0 0.106 0.008 0.105 0.071 0.092 0.055 HCM Control Delay 8.6 8.7 7.9 8.6 7.3 8.7 8.8 8.4 8.1 HCM Lane LOS A A N AAAAAA HCM 95th-tile Q 0.1 0.4 0 0.4 0 0.3 0.2 0.3 0.2 3.2-26 Lanes, Volumes, Timings Existing AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 109 14 18 209 51 29 89 4 50 129 78 Future Volume (vph)19 109 14 18 209 51 29 89 4 50 129 78 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-27 HCM 6th AWSC Existing AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 14.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 109 14 18 209 51 29 89 4 50 129 78 Future Vol, veh/h 19 109 14 18 209 51 29 89 4 50 129 78 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 23 135 17 22 258 63 36 110 5 62 159 96 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 11.6 18 12.6 12.5 HCM LOS B C B B Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %24% 100% 0% 6% 28% 0% Vol Thru, %73% 0% 89% 75% 72% 0% Vol Right, % 3% 0% 11% 18% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 122 19 123 278 179 78 LT Vol 29 19 0 18 50 0 Through Vol 89 0 109 209 129 0 RT Vol 4 0 14 51 0 78 Lane Flow Rate 151 23 152 343 221 96 Geometry Grp 677677 Degree of Util (X) 0.285 0.046 0.274 0.592 0.405 0.154 Departure Headway (Hd)6.822 7.093 6.502 6.213 6.595 5.741 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 523 502 550 580 544 621 Service Time 4.908 4.876 4.285 4.28 4.367 3.513 HCM Lane V/C Ratio 0.289 0.046 0.276 0.591 0.406 0.155 HCM Control Delay 12.6 10.2 11.8 18 13.8 9.6 HCM Lane LOS B B B C B A HCM 95th-tile Q 1.2 0.1 1.1 3.8 1.9 0.5 3.2-28 Lanes, Volumes, Timings Existing AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)73 211 22 11 236 117 21 106 5 89 168 38 Future Volume (vph)73 211 22 11 236 117 21 106 5 89 168 38 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-29 HCM 6th AWSC Existing AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh15.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 73 211 22 11 236 117 21 106 5 89 168 38 Future Vol, veh/h 73 211 22 11 236 117 21 106 5 89 168 38 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 88 254 27 13 284 141 25 128 6 107 202 46 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 17.5 15.9 15.6 12.7 HCM LOS C C C B Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %16% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %80% 0% 100% 0% 0% 100% 40% 0% 100% 60% Vol Right, %4% 0% 0% 100% 0% 0% 60% 0% 0% 40% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 132 73 211 22 11 157 196 89 112 94 LT Vol 21 73 0 0 11 0 0 89 0 0 Through Vol 106 0 211 0 0 157 79 0 112 56 RT Vol 5 0 0 22 0 0 117 0 0 38 Lane Flow Rate 159 88 254 27 13 190 236 107 135 113 Geometry Grp 8888888777 Degree of Util (X) 0.362 0.202 0.549 0.052 0.03 0.404 0.474 0.236 0.278 0.225 Departure Headway (Hd) 8.201 8.288 7.776 7.059 8.177 7.666 7.237 7.931 7.424 7.137 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 437 433 463 506 437 468 497 453 483 502 Service Time 5.968 6.053 5.541 4.823 5.939 5.427 4.998 5.689 5.182 4.895 HCM Lane V/C Ratio 0.364 0.203 0.549 0.053 0.03 0.406 0.475 0.236 0.28 0.225 HCM Control Delay 15.6 13.2 19.7 10.2 11.2 15.6 16.4 13.1 13 12 HCM Lane LOS C B C B B C C B B B HCM 95th-tile Q 1.6 0.7 3.2 0.2 0.1 1.9 2.5 0.9 1.1 0.9 3.2-30 Lanes, Volumes, Timings Existing AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)20 147 29 25 272 121 18 210 14 67 211 27 Future Volume (vph)20 147 29 25 272 121 18 210 14 67 211 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)25.0 25.0 25.0 25.0 25.0 12.0 12.0 23.0 12.0 23.0 Total Split (%)41.7% 41.7% 41.7% 41.7% 41.7% 20.0% 20.0% 38.3% 20.0% 38.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 3.2-31 HCM 6th Signalized Intersection Summary Existing AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 147 29 25 272 121 18 210 14 67 211 27 Future Volume (veh/h) 20 147 29 25 272 121 18 210 14 67 211 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 24 173 34 29 320 142 21 247 16 79 248 32 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 190 433 367 305 433 512 74 1546 100 163 1603 205 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.04 0.47 0.46 0.09 0.52 0.51 Sat Flow, veh/h 930 1821 1543 1175 1821 1543 1734 3300 213 1734 3086 394 Grp Volume(v), veh/h 24 173 34 29 320 142 21 129 134 79 138 142 Grp Sat Flow(s),veh/h/ln 930 1821 1543 1175 1821 1543 1734 1730 1783 1734 1730 1750 Q Serve(g_s), s 1.5 4.8 1.0 1.3 9.7 4.1 0.7 2.6 2.6 2.6 2.5 2.6 Cycle Q Clear(g_c), s 11.2 4.8 1.0 6.1 9.7 4.1 0.7 2.6 2.6 2.6 2.5 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 0.23 Lane Grp Cap(c), veh/h 190 433 367 305 433 512 74 810 835 163 899 909 V/C Ratio(X) 0.13 0.40 0.09 0.09 0.74 0.28 0.28 0.16 0.16 0.49 0.15 0.16 Avail Cap(c_a), veh/h 294 637 540 437 637 685 231 810 835 231 899 909 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.3 19.3 17.8 21.8 21.1 14.8 27.8 9.2 9.2 25.8 7.5 7.6 Incr Delay (d2), s/veh 0.3 0.6 0.1 0.1 2.5 0.3 2.1 0.4 0.4 2.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.8 0.3 0.3 3.8 1.2 0.3 0.8 0.8 1.0 0.7 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.6 19.9 17.9 21.9 23.7 15.1 29.9 9.6 9.6 28.1 7.9 7.9 LnGrp LOS C B B C C B C A A C A A Approach Vol, veh/h 231 491 284 359 Approach Delay, s/veh 20.3 21.1 11.1 12.3 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.6 32.1 18.3 6.6 35.2 18.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 18.5 20.5 7.5 18.5 20.5 Max Q Clear Time (g_c+I1), s 4.6 4.6 13.2 2.7 4.6 11.7 Green Ext Time (p_c), s 0.0 1.0 0.6 0.0 1.1 1.5 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B 3.2-32 Lanes, Volumes, Timings Existing AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)5 30 7 1 32 2 2 35 2 10 62 11 Future Volume (vph)5 30 7 1 32 2 2 35 2 10 62 11 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-33 HCM 6th AWSC Existing AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 30 7 1 32 2 2 35 2 10 62 11 Future Vol, veh/h 5 30 7 1 32 2 2 35 2 10 62 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 5 32 7 1 34 2 2 37 2 11 66 12 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.4 7.4 7.4 7.6 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %5% 12% 3% 12% Vol Thru, %90% 71% 91% 75% Vol Right, % 5% 17% 6% 13% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 39 42 35 83 LT Vol 2 5 1 10 Through Vol 35 30 32 62 RT Vol 2 7 2 11 Lane Flow Rate 41 45 37 88 Geometry Grp 1111 Degree of Util (X) 0.048 0.051 0.043 0.099 Departure Headway (Hd)4.123 4.11 4.164 4.053 Convergence, Y/N Yes Yes Yes Yes Cap 861 862 850 879 Service Time 2.183 2.181 2.236 2.103 HCM Lane V/C Ratio 0.048 0.052 0.044 0.1 HCM Control Delay 7.4 7.4 7.4 7.6 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.2 0.1 0.3 3.2-34 Lanes, Volumes, Timings Existing PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)59 46 4 2 3 55 2 133 1 46 214 36 Future Volume (vph)59 46 4 2 3 55 2 133 1 46 214 36 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-35 HCM 6th AWSC Existing PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 59 46 4 2 3 55 2 133 1 46 214 36 Future Vol, veh/h 59 46 4 2 3 55 2 133 1 46 214 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 64 50 4 2 3 60 2 145 1 50 233 39 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 9.6 8.6 9.3 9.4 HCM LOS AAAA Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 98% 0% 100% 0% 0% 100% 2% 0% 100% Vol Right, %0% 0% 2% 0% 0% 100% 0% 0% 98% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 89 45 59 46 4 2 2 56 46 143 LT Vol 2005900200460 Through Vol 0 89 44 0 46 00210143 RT Vol 001004005500 Lane Flow Rate 2 96 49 64 50 4 2 2 61 50 155 Geometry Grp 88888888888 Degree of Util (X) 0.004 0.152 0.078 0.113 0.081 0.006 0.004 0.004 0.09 0.082 0.232 Departure Headway (Hd)6.179 5.679 5.664 6.366 5.866 5.166 6.5 6 5.312 5.875 5.375 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 575 626 627 559 605 685 546 590 667 607 664 Service Time 3.962 3.462 3.447 4.158 3.658 2.958 4.297 3.797 3.109 3.644 3.144 HCM Lane V/C Ratio 0.003 0.153 0.078 0.114 0.083 0.006 0.004 0.003 0.091 0.082 0.233 HCM Control Delay 9 9.5 8.9 10 9.2 8 9.3 8.8 8.6 9.2 9.8 HCM Lane LOS AAAAAAAAAAA HCM 95th-tile Q 0 0.5 0.3 0.4 0.3 0 0 0 0.3 0.3 0.9 3.2-36 Lanes, Volumes, Timings Existing PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)10 62 0 202 13 55 254 Future Volume (vph)10 62 0 202 13 55 254 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)22.0 22.0 11.5 24.0 24.0 14.0 26.5 Total Split (%)36.7% 36.7% 19.2% 40.0% 40.0% 23.3% 44.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14 (23%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 3.2-37 HCM 6th Signalized Intersection Summary Existing PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 10 62 0 202 13 55 254 Future Volume (veh/h) 10 62 0 202 13 55 254 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 11 70 227 15 62 285 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 164 146 2151 960 145 2671 Arrive On Green 0.09 0.09 0.62 0.62 0.08 0.77 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 11 70 227 15 62 285 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 0.3 2.6 1.6 0.2 2.0 1.2 Cycle Q Clear(g_c), s 0.3 2.6 1.6 0.2 2.0 1.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 164 146 2151 960 145 2671 V/C Ratio(X) 0.07 0.48 0.11 0.02 0.43 0.11 Avail Cap(c_a), veh/h 520 463 2151 960 289 2671 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.7 25.8 4.6 4.3 26.1 1.7 Incr Delay (d2), s/veh 0.2 2.4 0.1 0.0 2.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.9 0.3 0.0 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.9 28.2 4.7 4.4 28.1 1.8 LnGrp LOS C C A A C A Approach Vol, veh/h 81 242 347 Approach Delay, s/veh 27.7 4.7 6.5 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.0 41.3 50.3 9.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 19.5 22.0 17.5 Max Q Clear Time (g_c+I1), s 4.0 3.6 3.2 4.6 Green Ext Time (p_c), s 0.0 1.1 1.4 0.1 Intersection Summary HCM 6th Ctrl Delay 8.4 HCM 6th LOS A Notes User approved ignoring U-Turning movement. 3.2-38 Lanes, Volumes, Timings Existing PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)13 196 236 17 104 51 219 210 53 30 104 11 Future Volume (vph)13 196 236 17 104 51 219 210 53 30 104 11 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-39 HCM 6th AWSC Existing PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh15.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 196 236 17 104 51 219 210 53 30 104 11 Future Vol, veh/h 13 196 236 17 104 51 219 210 53 30 104 11 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 15 220 265 19 117 57 246 236 60 34 117 12 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 18.6 12.4 15.7 12.3 HCM LOS C B C B Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 57% 0% 100% 22% 0% 100% 40% 0% 100% 76% Vol Right, %0% 0% 43% 0% 0% 78% 0% 0% 60% 0% 0% 24% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 219 140 123 13 131 301 17 69 86 30 69 46 LT Vol 219 0 0 13 0 0 17 0 0 30 0 0 Through Vol 0 140 70 0 131 65 0 69 35 0 69 35 RT Vol 0 0 53 0 0 236 0 0 51 0 0 11 Lane Flow Rate 246 157 138 15 147 339 19 78 96 34 78 51 Geometry Grp 888888888888 Degree of Util (X) 0.533 0.319 0.269 0.032 0.302 0.645 0.046 0.175 0.205 0.081 0.177 0.114 Departure Headway (Hd) 7.798 7.298 6.996 7.903 7.403 6.855 8.587 8.087 7.67 8.667 8.167 7.998 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 463 492 514 453 486 528 417 443 468 413 439 448 Service Time 5.541 5.041 4.739 5.647 5.147 4.599 6.342 5.842 5.425 6.424 5.924 5.755 HCM Lane V/C Ratio 0.531 0.319 0.268 0.033 0.302 0.642 0.046 0.176 0.205 0.082 0.178 0.114 HCM Control Delay 19.1 13.4 12.3 10.9 13.3 21.3 11.8 12.6 12.4 12.2 12.7 11.8 HCM Lane LOS C BBBBCBBBBBB HCM 95th-tile Q 3.1 1.4 1.1 0.1 1.3 4.6 0.1 0.6 0.8 0.3 0.6 0.4 3.2-40 Lanes, Volumes, Timings Existing PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)64 368 26 9 255 39 53 177 20 47 116 49 Future Volume (vph)64 368 26 9 255 39 53 177 20 47 116 49 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 51.0 51.0 15.0 43.0 43.0 16.0 38.0 38.0 16.0 38.0 38.0 Total Split (%)19.2% 42.5% 42.5% 12.5% 35.8% 35.8% 13.3% 31.7% 31.7% 13.3% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 3.2-41 HCM 6th Signalized Intersection Summary Existing PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 368 26 9 255 39 53 177 20 47 116 49 Future Volume (veh/h) 64 368 26 9 255 39 53 177 20 47 116 49 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 74 428 30 10 297 45 62 206 23 55 135 57 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 95 1742 777 29 1610 718 171 973 434 165 966 431 Arrive On Green 0.05 0.50 0.50 0.02 0.47 0.47 0.05 0.28 0.28 0.05 0.28 0.28 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 74 428 30 10 297 45 62 206 23 55 135 57 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.1 8.4 1.2 0.7 6.0 1.9 2.1 5.5 1.3 1.9 3.5 3.3 Cycle Q Clear(g_c), s 5.1 8.4 1.2 0.7 6.0 1.9 2.1 5.5 1.3 1.9 3.5 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 95 1742 777 29 1610 718 171 973 434 165 966 431 V/C Ratio(X) 0.78 0.25 0.04 0.35 0.18 0.06 0.36 0.21 0.05 0.33 0.14 0.13 Avail Cap(c_a), veh/h 267 1742 777 152 1610 718 322 973 434 322 966 431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 16.9 15.1 58.4 18.8 17.7 55.1 33.0 31.5 55.2 32.4 32.4 Incr Delay (d2), s/veh 13.0 0.3 0.1 7.1 0.3 0.2 1.3 0.5 0.2 1.2 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.2 0.4 0.3 2.3 0.7 0.9 2.3 0.5 0.8 1.5 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.0 17.2 15.2 65.5 19.0 17.8 56.3 33.5 31.7 56.3 32.7 33.0 LnGrp LOS EBBEBBECCECC Approach Vol, veh/h 532 352 291 247 Approach Delay, s/veh 24.3 20.2 38.2 38.1 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.4 38.2 6.5 64.9 10.6 38.0 11.0 60.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 33.5 10.5 46.5 11.5 33.5 18.5 38.5 Max Q Clear Time (g_c+I1), s 3.9 7.5 2.7 10.4 4.1 5.5 7.1 8.0 Green Ext Time (p_c), s 0.1 1.2 0.0 2.8 0.1 0.9 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 28.5 HCM 6th LOS C 3.2-42 Lanes, Volumes, Timings Existing PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)54 324 133 26 229 32 98 246 22 33 121 57 Future Volume (vph)54 324 133 26 229 32 98 246 22 33 121 57 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 47.0 47.0 17.0 42.0 42.0 19.0 40.0 40.0 16.0 37.0 37.0 Total Split (%)18.3% 39.2% 39.2% 14.2% 35.0% 35.0% 15.8% 33.3% 33.3% 13.3% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 3.2-43 HCM 6th Signalized Intersection Summary Existing PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 324 133 26 229 32 98 246 22 33 121 57 Future Volume (veh/h) 54 324 133 26 229 32 98 246 22 33 121 57 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 57 341 140 27 241 34 103 259 23 35 127 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 86 1659 740 60 1607 717 190 1024 457 135 967 431 Arrive On Green 0.05 0.48 0.48 0.03 0.46 0.46 0.06 0.30 0.30 0.04 0.28 0.28 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 57 341 140 27 241 34 103 259 23 35 127 60 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 3.9 6.8 6.2 1.8 4.8 1.4 3.6 6.8 1.3 1.2 3.3 3.5 Cycle Q Clear(g_c), s 3.9 6.8 6.2 1.8 4.8 1.4 3.6 6.8 1.3 1.2 3.3 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 86 1659 740 60 1607 717 190 1024 457 135 967 431 V/C Ratio(X) 0.66 0.21 0.19 0.45 0.15 0.05 0.54 0.25 0.05 0.26 0.13 0.14 Avail Cap(c_a), veh/h 253 1659 740 181 1607 717 407 1024 457 322 967 431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 18.0 17.9 56.8 18.5 17.6 55.1 32.2 30.2 55.9 32.3 32.4 Incr Delay (d2), s/veh 8.4 0.3 0.6 5.2 0.2 0.1 2.4 0.6 0.2 1.0 0.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 2.7 2.2 0.9 1.9 0.5 1.5 2.8 0.5 0.5 1.4 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.4 18.3 18.5 62.0 18.7 17.7 57.5 32.8 30.4 56.9 32.6 33.1 LnGrp LOS EBBEBBECCECC Approach Vol, veh/h 538 302 385 222 Approach Delay, s/veh 23.2 22.5 39.2 36.6 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.7 62.0 11.3 38.0 10.5 60.2 9.3 40.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 42.5 14.5 32.5 17.5 37.5 11.5 35.5 Max Q Clear Time (g_c+I1), s 3.8 8.8 5.6 5.5 5.9 6.8 3.2 8.8 Green Ext Time (p_c), s 0.0 2.6 0.2 0.8 0.1 1.5 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 29.4 HCM 6th LOS C 3.2-44 Lanes, Volumes, Timings Existing PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 24 2 30 10 295 6 154 50 355 148 2 Future Volume (vph)30 24 2 30 10 295 6 154 50 355 148 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-45 HCM 6th AWSC Existing PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh27.8 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 24 2 30 10 295 6 154 50 355 148 2 Future Vol, veh/h 30 24 2 30 10 295 6 154 50 355 148 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 37 29 2 37 12 360 7 188 61 433 180 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 12.5 23.2 13.5 38.5 HCM LOS B C B E Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %7% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %93% 61% 0% 100% 80% 0% 100% 0% 0% 100% 96% Vol Right, %0% 39% 0% 0% 20% 0% 0% 100% 0% 0% 4% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 83 127 30 16 10 30 10 295 355 99 51 LT Vol 6 0 30 0 0 30 0 0 355 0 0 Through Vol 77 77 0 16 8 0 10 0 0 99 49 RT Vol 05000200295002 Lane Flow Rate 101 155 37 20 12 37 12 360 433 120 63 Geometry Grp 88888888888 Degree of Util (X) 0.221 0.325 0.094 0.048 0.029 0.084 0.026 0.703 0.912 0.237 0.123 Departure Headway (Hd) 7.869 7.557 9.288 8.775 8.631 8.249 7.741 7.03 7.58 7.078 7.05 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 455 475 385 407 414 434 462 514 476 507 508 Service Time 5.628 5.317 7.066 6.552 6.409 6.001 5.493 4.781 5.331 4.829 4.801 HCM Lane V/C Ratio 0.222 0.326 0.096 0.049 0.029 0.085 0.026 0.7 0.91 0.237 0.124 HCM Control Delay 12.9 13.9 13 12 11.7 11.8 10.7 24.8 49.9 12 10.8 HCM Lane LOS BBBBBBBCEBB HCM 95th-tile Q 0.8 1.4 0.3 0.2 0.1 0.3 0.1 5.5 10.4 0.9 0.4 3.2-46 Lanes, Volumes, Timings Existing PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)73 241 240 15 248 210 135 416 59 113 343 101 Future Volume (vph)73 241 240 15 248 210 135 416 59 113 343 101 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 3.2-47 HCM 6th Roundabout Existing PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 595 509 655 600 Demand Flow Rate, veh/h 607 519 668 611 Vehicles Circulating, veh/h 516 684 468 436 Vehicles Exiting, veh/h 420 388 392 536 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.6 6.2 15.7 10.0 Approach LOS A A C B Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 263 4.976 231 4.976 64 4.976 111 Entry Flow, veh/h 344 1887 288 1887 604 1887 500 1887 Cap Entry Lane, veh/h 815 0.980 687 0.980 856 0.980 885 0.980 Entry HV Adj Factor 0.979 258 0.981 226 0.980 63 0.981 109 Flow Entry, veh/h 337 1850 283 1850 592 1850 491 1850 Cap Entry, veh/h 798 0.139 674 0.122 839 0.034 868 0.059 V/C Ratio 0.422 0.0 0.419 0.0 0.705 0.0 0.565 0.0 Control Delay, s/veh 9.9 A 11.2 A 17.4 A 12.2 A LOS A0B0C0B0 95th %tile Queue, veh 2264 3.2-48 Lanes, Volumes, Timings Existing PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)54 2 21 9 1 34 3 689 7 15 620 55 Future Volume (vph)54 2 21 9 1 34 3 689 7 15 620 55 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)50.0 50.0 50.0 50.0 50.0 50.0 18.0 50.0 20.0 52.0 Total Split (%)41.7% 41.7% 41.7% 41.7% 41.7% 41.7% 15.0% 41.7% 16.7% 43.3% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 90 (75%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 3.2-49 HCM 6th Signalized Intersection Summary Existing PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 2 21 9 1 34 3 689 7 15 620 55 Future Volume (veh/h) 54 2 21 9 1 34 3 689 7 15 620 55 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 57 2 22 9 1 36 3 725 7 16 653 58 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 72 2 471 66 4 471 17 2493 24 72 2432 214 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.01 0.49 0.49 0.08 1.00 1.00 Sat Flow, veh/h 44 5 1543 30 14 1543 1734 5078 49 1734 4652 410 Grp Volume(v), veh/h 59 0 22 10 0 36 3 473 259 16 464 247 Grp Sat Flow(s),veh/h/ln 49 0 1543 44 0 1543 1734 1657 1812 1734 1657 1747 Q Serve(g_s), s 1.2 0.0 1.2 0.6 0.0 2.0 0.2 10.2 10.2 1.0 0.0 0.0 Cycle Q Clear(g_c), s 36.6 0.0 1.2 36.3 0.0 2.0 0.2 10.2 10.2 1.0 0.0 0.0 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.03 1.00 0.23 Lane Grp Cap(c), veh/h 74 0 471 71 0 471 17 1627 890 72 1733 913 V/C Ratio(X) 0.80 0.00 0.05 0.14 0.00 0.08 0.18 0.29 0.29 0.22 0.27 0.27 Avail Cap(c_a), veh/h 159 0 566 158 0 566 173 1627 890 202 1733 913 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.87 0.87 0.87 Uniform Delay (d), s/veh 59.2 0.0 29.4 47.3 0.0 29.7 59.0 18.1 18.1 53.2 0.0 0.0 Incr Delay (d2), s/veh 32.7 0.0 0.1 1.9 0.0 0.1 10.9 0.5 0.8 2.9 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.5 0.3 0.0 0.8 0.1 3.7 4.1 0.5 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 91.9 0.0 29.5 49.2 0.0 29.8 69.8 18.6 19.0 56.1 0.3 0.6 LnGrp LOS F A C D A C EBBEAA Approach Vol, veh/h 81 46 735 727 Approach Delay, s/veh 75.0 34.0 18.9 1.7 Approach LOS E C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 65.6 43.4 7.1 69.4 43.4 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 42.5 44.0 12.0 44.5 44.0 Max Q Clear Time (g_c+I1), s 3.0 12.2 38.6 2.2 2.0 38.3 Green Ext Time (p_c), s 0.0 8.7 0.2 0.0 9.2 0.1 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B 3.2-50 Lanes, Volumes, Timings Existing PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 242 309 50 78 237 140 66 660 51 168 568 175 Future Volume (vph) 242 309 50 78 237 140 66 660 51 168 568 175 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 3.2-51 HCM 6th Signalized Intersection Summary Existing PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 242 309 50 78 237 140 66 660 51 168 568 175 Future Volume (veh/h) 242 309 50 78 237 140 66 660 51 168 568 175 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 249 319 52 80 244 144 68 680 53 173 586 180 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1350 602 161 622 527 155 956 297 335 1006 312 Arrive On Green 0.14 0.39 0.39 0.09 0.34 0.34 0.03 0.06 0.06 0.10 0.20 0.20 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 249 319 52 80 244 144 68 680 53 173 586 180 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 7.4 2.6 5.3 12.2 8.1 4.6 16.1 3.9 5.9 12.8 12.6 Cycle Q Clear(g_c), s 17.0 7.4 2.6 5.3 12.2 8.1 4.6 16.1 3.9 5.9 12.8 12.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1350 602 161 622 527 155 956 297 335 1006 312 V/C Ratio(X) 1.01 0.24 0.09 0.50 0.39 0.27 0.44 0.71 0.18 0.52 0.58 0.58 Avail Cap(c_a), veh/h 246 1350 602 173 622 527 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 24.6 23.1 51.7 30.0 28.7 55.3 52.9 47.2 51.3 43.3 43.2 Incr Delay (d2), s/veh 60.9 0.4 0.3 0.9 1.9 1.3 0.7 1.4 0.4 0.6 0.8 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.3 3.0 0.9 2.3 5.5 3.1 2.0 7.2 1.5 2.4 5.1 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 112.4 25.0 23.4 52.6 31.9 30.0 56.0 54.3 47.6 51.9 44.1 45.6 LnGrp LOS F CCDCCEDDDDD Approach Vol, veh/h 620 468 801 939 Approach Delay, s/veh 60.0 34.9 54.0 45.8 Approach LOS E C D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 30.6 17.2 54.3 16.8 31.8 23.0 48.5 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 7.9 18.1 7.3 9.4 6.6 14.8 19.0 14.2 Green Ext Time (p_c), s 0.1 5.0 0.0 3.9 0.0 5.4 0.0 3.1 Intersection Summary HCM 6th Ctrl Delay 49.4 HCM 6th LOS D 3.2-52 Lanes, Volumes, Timings Existing PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)1 3 3 77 155 1 Future Volume (vph)1 3 3 77 155 1 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-53 HCM 6th AWSC Existing PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.1 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 3 3 77 155 1 Future Vol, veh/h 1 3 3 77 155 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 1 4 4 94 189 1 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.1 7.6 9.9 HCM LOS A A A Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %25% 0% 0% 100% 0% Vol Thru, %75% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 4 3 77 155 1 LT Vol 1 0 0 155 0 Through Vol 33000 RT Vol 0 0 77 0 1 Lane Flow Rate 5 4 94 189 1 Geometry Grp 47777 Degree of Util (X) 0.007 0.005 0.114 0.273 0.001 Departure Headway (Hd)5.031 5.074 4.371 5.208 4.007 Convergence, Y/N Yes Yes Yes Yes Yes Cap 715 709 824 684 883 Service Time 3.036 2.775 2.072 2.977 1.775 HCM Lane V/C Ratio 0.007 0.006 0.114 0.276 0.001 HCM Control Delay 8.1 7.8 7.6 9.9 6.8 HCM Lane LOS AAAAA HCM 95th-tile Q 0 0 0.4 1.1 0 3.2-54 Lanes, Volumes, Timings Existing PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)15 63 48 2 18 9 30 50 3 17 54 13 Future Volume (vph)15 63 48 2 18 9 30 50 3 17 54 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-55 HCM 6th AWSC Existing PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 63 48 2 18 9 30 50 3 17 54 13 Future Vol, veh/h 15 63 48 2 18 9 30 50 3 17 54 13 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 17 72 55 2 20 10 34 57 3 19 61 15 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 8.2 8.2 8.5 8.3 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 19% 0% 7% 100% 0% 0% Vol Thru, %0% 94% 81% 0% 62% 0% 100% 0% Vol Right, %0% 6% 0% 100% 31% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 30 53 78 48 29 17 54 13 LT Vol 30 0 15 0 2 17 0 0 Through Vol 0 50 63 0 18 0 54 0 RT Vol 0 3 0 48 9 0 0 13 Lane Flow Rate 34 60 89 55 33 19 61 15 Geometry Grp 88888888 Degree of Util (X) 0.054 0.087 0.129 0.067 0.047 0.031 0.089 0.019 Departure Headway (Hd)5.725 5.183 5.229 4.432 5.165 5.726 5.223 4.52 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 626 691 686 808 692 626 686 791 Service Time 3.458 2.915 2.957 2.16 2.903 3.457 2.955 2.251 HCM Lane V/C Ratio 0.054 0.087 0.13 0.068 0.048 0.03 0.089 0.019 HCM Control Delay 8.8 8.4 8.7 7.5 8.2 8.6 8.5 7.3 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.2 0.3 0.4 0.2 0.1 0.1 0.3 0.1 3.2-56 Lanes, Volumes, Timings Existing PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)36 66 14 6 35 35 23 117 20 27 70 28 Future Volume (vph)36 66 14 6 35 35 23 117 20 27 70 28 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-57 HCM 6th AWSC Existing PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 66 14 6 35 35 23 117 20 27 70 28 Future Vol, veh/h 36 66 14 6 35 35 23 117 20 27 70 28 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 48 88 19 8 47 47 31 156 27 36 93 37 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 9.4 8.7 9.9 9.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %14% 31% 8% 28% 0% Vol Thru, %73% 57% 46% 72% 0% Vol Right, % 12% 12% 46% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 160 116 76 97 28 LT Vol 23 36 6 27 0 Through Vol 117 66 35 70 0 RT Vol 20 14 35 0 28 Lane Flow Rate 213 155 101 129 37 Geometry Grp 52277 Degree of Util (X) 0.287 0.214 0.136 0.198 0.048 Departure Headway (Hd)4.836 4.985 4.816 5.509 4.663 Convergence, Y/N Yes Yes Yes Yes Yes Cap 738 716 739 648 762 Service Time 2.897 3.048 2.884 3.274 2.427 HCM Lane V/C Ratio 0.289 0.216 0.137 0.199 0.049 HCM Control Delay 9.9 9.4 8.7 9.6 7.7 HCM Lane LOS AAAAA HCM 95th-tile Q 1.2 0.8 0.5 0.7 0.2 3.2-58 Lanes, Volumes, Timings Existing PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)4 51 8 11 42 25 8 131 26 33 110 7 Future Volume (vph)4 51 8 11 42 25 8 131 26 33 110 7 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-59 HCM 6th AWSC Existing PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 51 8 11 42 25 8 131 26 33 110 7 Future Vol, veh/h 4 51 8 11 42 25 8 131 26 33 110 7 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 5 59 9 13 48 29 9 151 30 38 126 8 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 8.7 9.2 9.8 8.9 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 14% 100% 0% 0% Vol Thru, %0% 83% 0% 100% 0% 54% 0% 100% 84% Vol Right, %0% 17% 0% 0% 100% 32% 0% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 8 157 4 51 8 78 33 73 44 LT Vol 80400113300 Through Vol 0 131 0 51 0 42 0 73 37 RT Vol 0 26 0 0 8 25 0 0 7 Lane Flow Rate 9 180 5 59 9 90 38 84 50 Geometry Grp 887778888 Degree of Util (X) 0.015 0.263 0.008 0.09 0.012 0.138 0.062 0.127 0.074 Departure Headway (Hd) 5.874 5.255 6.04 5.538 4.836 5.534 5.913 5.41 5.298 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 607 680 590 644 735 644 603 659 673 Service Time 3.633 3.015 3.805 3.303 2.6 3.305 3.674 3.172 3.059 HCM Lane V/C Ratio 0.015 0.265 0.008 0.092 0.012 0.14 0.063 0.127 0.074 HCM Control Delay 8.7 9.9 8.9 8.9 7.7 9.2 9.1 9 8.5 HCM Lane LOS AAAAAAAAA HCM 95th-tile Q 0 1.1 0 0.3 0 0.5 0.2 0.4 0.2 3.2-60 Lanes, Volumes, Timings Existing PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)54 186 30 7 89 37 19 182 26 69 96 26 Future Volume (vph)54 186 30 7 89 37 19 182 26 69 96 26 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-61 HCM 6th AWSC Existing PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 54 186 30 7 89 37 19 182 26 69 96 26 Future Vol, veh/h 54 186 30 7 89 37 19 182 26 69 96 26 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 59 204 33 8 98 41 21 200 29 76 105 29 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 12.5 11.7 14 12 HCM LOS BBBB Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %8% 100% 0% 5% 42% 0% Vol Thru, %80% 0% 86% 67% 58% 0% Vol Right, % 11% 0% 14% 28% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 227 54 216 133 165 26 LT Vol 19 54 0 7 69 0 Through Vol 182 0 186 89 96 0 RT Vol 26 0 30 37 0 26 Lane Flow Rate 249 59 237 146 181 29 Geometry Grp 677677 Degree of Util (X) 0.432 0.111 0.404 0.259 0.328 0.044 Departure Headway (Hd)6.229 6.726 6.12 6.381 6.522 5.598 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 576 532 586 560 549 637 Service Time 4.287 4.483 3.877 4.449 4.284 3.36 HCM Lane V/C Ratio 0.432 0.111 0.404 0.261 0.33 0.046 HCM Control Delay 14 10.3 13 11.7 12.5 8.6 HCM Lane LOS BBBBBA HCM 95th-tile Q 2.2 0.4 1.9 1 1.4 0.1 3.2-62 Lanes, Volumes, Timings Existing PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)72 290 37 12 207 79 24 227 31 97 147 55 Future Volume (vph)72 290 37 12 207 79 24 227 31 97 147 55 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-63 HCM 6th AWSC Existing PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh27.1 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 72 290 37 12 207 79 24 227 31 97 147 55 Future Vol, veh/h 72 290 37 12 207 79 24 227 31 97 147 55 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 85 341 44 14 244 93 28 267 36 114 173 65 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 35.1 18.1 38.4 14.7 HCM LOS E C E B Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %9% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %80% 0% 100% 0% 0% 100% 47% 0% 100% 47% Vol Right, %11% 0% 0% 100% 0% 0% 53% 0% 0% 53% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 282 72 290 37 12 138 148 97 98 104 LT Vol 24 72 0 0 12 0 0 97 0 0 Through Vol 227 0 290 0 0 138 69 0 98 49 RT Vol 31 0 0 37 0 0 79 0 0 55 Lane Flow Rate 332 85 341 44 14 162 174 114 115 122 Geometry Grp 8888888777 Degree of Util (X) 0.8 0.22 0.835 0.098 0.038 0.417 0.428 0.288 0.275 0.279 Departure Headway (Hd) 8.685 9.33 8.811 8.084 9.769 9.247 8.857 9.099 8.584 8.202 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 418 385 409 442 366 388 406 395 417 437 Service Time 6.448 7.099 6.579 5.851 7.545 7.023 6.632 6.866 6.35 5.968 HCM Lane V/C Ratio 0.794 0.221 0.834 0.1 0.038 0.418 0.429 0.289 0.276 0.279 HCM Control Delay 38.4 14.7 43.1 11.7 12.9 18.5 18.2 15.5 14.6 14.1 HCM Lane LOS EBEBBCCCBB HCM 95th-tile Q 7.1 0.8 7.8 0.3 0.1 2 2.1 1.2 1.1 1.1 3.2-64 Lanes, Volumes, Timings Existing PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 334 30 11 218 123 24 374 51 127 209 20 Future Volume (vph)37 334 30 11 218 123 24 374 51 127 209 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)24.9 24.9 24.9 24.9 24.9 14.6 11.5 20.5 14.6 23.6 Total Split (%)41.5% 41.5% 41.5% 41.5% 41.5% 24.3% 19.2% 34.2% 24.3% 39.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 3.2-65 HCM 6th Signalized Intersection Summary Existing PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 334 30 11 218 123 24 374 51 127 209 20 Future Volume (veh/h) 37 334 30 11 218 123 24 374 51 127 209 20 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 41 371 33 12 242 137 27 416 57 141 232 22 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 265 470 398 187 470 574 88 1309 178 198 1570 148 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.05 0.43 0.42 0.11 0.49 0.48 Sat Flow, veh/h 1004 1821 1543 981 1821 1543 1734 3060 417 1734 3197 300 Grp Volume(v), veh/h 41 371 33 12 242 137 27 234 239 141 125 129 Grp Sat Flow(s),veh/h/ln 1004 1821 1543 981 1821 1543 1734 1730 1746 1734 1730 1767 Q Serve(g_s), s 2.2 11.4 1.0 0.7 6.8 3.7 0.9 5.4 5.5 4.7 2.4 2.4 Cycle Q Clear(g_c), s 9.0 11.4 1.0 12.1 6.8 3.7 0.9 5.4 5.5 4.7 2.4 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.17 Lane Grp Cap(c), veh/h 265 470 398 187 470 574 88 740 747 198 850 868 V/C Ratio(X) 0.15 0.79 0.08 0.06 0.51 0.24 0.31 0.32 0.32 0.71 0.15 0.15 Avail Cap(c_a), veh/h 356 634 538 276 634 713 217 740 747 306 850 868 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.9 20.7 16.9 26.4 19.0 13.0 27.5 11.4 11.4 25.6 8.4 8.4 Incr Delay (d2), s/veh 0.3 4.8 0.1 0.1 0.9 0.2 2.0 1.1 1.1 4.7 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 4.6 0.3 0.2 2.5 1.0 0.4 1.8 1.8 1.9 0.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.2 25.5 17.0 26.5 19.9 13.2 29.4 12.5 12.5 30.4 8.7 8.8 LnGrp LOS C C B C B B C B B C A A Approach Vol, veh/h 445 391 500 395 Approach Delay, s/veh 24.7 17.8 13.4 16.5 Approach LOS C B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.8 29.7 19.5 7.0 33.5 19.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.1 16.0 20.4 7.0 19.1 20.4 Max Q Clear Time (g_c+I1), s 6.7 7.5 13.4 2.9 4.4 14.1 Green Ext Time (p_c), s 0.1 1.6 1.3 0.0 1.0 0.9 Intersection Summary HCM 6th Ctrl Delay 18.0 HCM 6th LOS B 3.2-66 Lanes, Volumes, Timings Existing PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)27 75 6 0 29 7 8 86 13 5 53 12 Future Volume (vph)27 75 6 0 29 7 8 86 13 5 53 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 3.2-67 HCM 6th AWSC Existing PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\01 - Existing PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 75 6 0 29 7 8 86 13 5 53 12 Future Vol, veh/h 27 75 6 0 29 7 8 86 13 5 53 12 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 34 95 8 0 37 9 10 109 16 6 67 15 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.5 7.8 8.3 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %7% 25% 0% 7% Vol Thru, %80% 69% 81% 76% Vol Right, % 12% 6% 19% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 107 108 36 70 LT Vol 8 27 0 5 Through Vol 86 75 29 53 RT Vol 13 6 7 12 Lane Flow Rate 135 137 46 89 Geometry Grp 1111 Degree of Util (X) 0.166 0.171 0.057 0.109 Departure Headway (Hd)4.401 4.512 4.485 4.422 Convergence, Y/N Yes Yes Yes Yes Cap 817 796 799 812 Service Time 2.419 2.533 2.509 2.442 HCM Lane V/C Ratio 0.165 0.172 0.058 0.11 HCM Control Delay 8.3 8.5 7.8 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.6 0.2 0.4 3.2-68 The Wave – Coral Mountain Traffic Impact Analysis 12615-03 TIA Report.docx APPENDIX 3.3: EXISTING (2019) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS The Wave – Coral Mountain Traffic Impact Analysis 12615-03 TIA Report.docx This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =323 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 58 High Volume Approach (VPH) =66 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane32366 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\01R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-1 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =432 Number of Approach Lanes Major Street =3 Minor Street Name =Avenue 58 High Volume Approach (VPH) =109 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane432109 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\01R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Avenue 54 Total of Both Approaches (VPH) =524 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =334 Number of Approach Lanes Minor Street =2 Intersection ID: #3 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane524334 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\03R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-3 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =627 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 54 High Volume Approach (VPH) =445 Number of Approach Lanes Minor Street =2 Intersection ID: #3 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane627445 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\03R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Jefferson St.Total of Both Approaches (VPH) =627 Number of Approach Lanes Major Street =3 Minor Street Name =Avenue 54 High Volume Approach (VPH) =295 Number of Approach Lanes Minor Street =2 Intersection ID: #6 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane627295 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\06R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-5 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Jefferson St.Total of Both Approaches (VPH) =715 Number of Approach Lanes Major Street =3 Minor Street Name =Avenue 54 High Volume Approach (VPH) =335 Number of Approach Lanes Minor Street =2 Intersection ID: #6 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane715335 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\06R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-6 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =98 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =93 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\10R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-7 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =156 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =80 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\10R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-8 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =155 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 60 High Volume Approach (VPH) =103 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\11R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-9 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =167 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 60 High Volume Approach (VPH) =126 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\11R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-10 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =188 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 58 High Volume Approach (VPH) =67 Number of Approach Lanes Minor Street =1 Intersection ID: #12 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\12R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-11 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =285 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 58 High Volume Approach (VPH) =116 Number of Approach Lanes Minor Street =1 Intersection ID: #12 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\12R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-12 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =206 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =67 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\13R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-13 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =315 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =78 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane31578 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\13R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-14 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Avenue 54 Total of Both Approaches (VPH) =420 Number of Approach Lanes Major Street =1 Minor Street Name =Monroe St.High Volume Approach (VPH) =257 Number of Approach Lanes Minor Street =1 Intersection ID: #14 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane420257 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\14R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-15 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =418 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 54 High Volume Approach (VPH) =270 Number of Approach Lanes Minor Street =1 Intersection ID: #14 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane418270 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\14R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-16 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Avenue 52 Total of Both Approaches (VPH) =670 Number of Approach Lanes Major Street =2 Minor Street Name =Monroe St.High Volume Approach (VPH) =295 Number of Approach Lanes Minor Street =2 Intersection ID: #15 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane670295 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\15R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-17 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Avenue 52 Total of Both Approaches (VPH) =697 Number of Approach Lanes Major Street =2 Minor Street Name =Monroe St.High Volume Approach (VPH) =299 Number of Approach Lanes Minor Street =2 Intersection ID: #15 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane697299 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\15R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-18 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) AM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =122 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =42 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\17R_AM.xls\Fig 4C-4 (Rural Peak) 3.3-19 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING (2019) PM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =177 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =108 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\01 - Existing\17R_PM.xls\Fig 4C-4 (Rural Peak) 3.3-20 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 6.1:    E+P CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS     The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank     Lanes, Volumes, Timings Existing + Project AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 7 2 32 26 47 2 274 89 51 155 48 Future Volume (vph)39 7 2 32 26 47 2 274 89 51 155 48 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-1 HCM 6th AWSC Existing + Project AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 7 2 32 26 47 2 274 89 51 155 48 Future Vol, veh/h 39 7 2 32 26 47 2 274 89 51 155 48 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 41 7 2 34 28 50 2 291 95 54 165 51 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 10.2 9.5 10.5 9.6 HCM LOS BABA Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 51% 0% 100% 0% 0% 100% 16% 0% 100% Vol Right, %0% 0% 49% 0% 0% 100% 0% 0% 84% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 183 180 39 7 2 32 17 56 51 103 LT Vol 2 0 0 39 0 0 32 0 0 51 0 Through Vol 0 183 91 07001790103 RT Vol 0089002004700 Lane Flow Rate 2 194 192 41 7 2 34 18 59 54 110 Geometry Grp 88888888888 Degree of Util (X) 0.004 0.307 0.285 0.081 0.014 0.003 0.065 0.033 0.096 0.096 0.179 Departure Headway (Hd)6.192 5.692 5.347 7.042 6.542 5.842 6.914 6.414 5.823 6.374 5.874 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 581 635 675 509 547 613 519 559 616 563 612 Service Time 3.892 3.392 3.047 4.777 4.277 3.577 4.646 4.146 3.555 4.1 3.6 HCM Lane V/C Ratio 0.003 0.306 0.284 0.081 0.013 0.003 0.066 0.032 0.096 0.096 0.18 HCM Control Delay 8.9 10.9 10.2 10.4 9.4 8.6 10.1 9.4 9.2 9.8 9.9 HCM Lane LOS ABBBAABAAAA HCM 95th-tile Q 0 1.3 1.2 0.3 0 0 0.2 0.1 0.3 0.3 0.6 6.1-2 Lanes, Volumes, Timings Existing + Project AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)17 60 1 323 21 75 247 Future Volume (vph)17 60 1 323 21 75 247 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 3 2 Detector Phase 3352216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)16.0 16.0 13.0 28.0 28.0 16.0 31.0 Total Split (%)26.7% 26.7% 21.7% 46.7% 46.7% 26.7% 51.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.1-3 HCM 6th Signalized Intersection Summary Existing + Project AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 17 60 1 323 21 75 247 Future Volume (veh/h) 17 60 1 323 21 75 247 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 20 69 371 24 86 284 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 171 152 2091 933 169 2658 Arrive On Green 0.10 0.10 0.60 0.60 0.10 0.77 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 20 69 371 24 86 284 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 0.6 2.5 2.9 0.4 2.8 1.2 Cycle Q Clear(g_c), s 0.6 2.5 2.9 0.4 2.8 1.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 171 152 2091 933 169 2658 V/C Ratio(X) 0.12 0.45 0.18 0.03 0.51 0.11 Avail Cap(c_a), veh/h 347 309 2091 933 347 2658 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.7 25.5 5.3 4.8 25.7 1.8 Incr Delay (d2), s/veh 0.3 2.1 0.2 0.1 2.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.9 0.6 0.1 1.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.0 27.6 5.4 4.8 28.1 1.8 LnGrp LOS C C A A C A Approach Vol, veh/h 89 395 370 Approach Delay, s/veh 27.0 5.4 7.9 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.8 40.3 50.1 9.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 23.5 26.5 11.5 Max Q Clear Time (g_c+I1), s 4.8 4.9 3.2 4.5 Green Ext Time (p_c), s 0.1 2.0 1.5 0.1 Intersection Summary HCM 6th Ctrl Delay 8.8 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. 6.1-4 Lanes, Volumes, Timings Existing + Project AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)9 138 222 31 124 24 233 197 36 39 126 12 Future Volume (vph)9 138 222 31 124 24 233 197 36 39 126 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-5 HCM 6th AWSC Existing + Project AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh15.2 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 138 222 31 124 24 233 197 36 39 126 12 Future Vol, veh/h 9 138 222 31 124 24 233 197 36 39 126 12 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 10 155 249 35 139 27 262 221 40 44 142 13 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 16.9 12.3 16.1 12.3 HCM LOS C B C B Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 65% 0% 100% 17% 0% 100% 63% 0% 100% 78% Vol Right, %0% 0% 35% 0% 0% 83% 0% 0% 37% 0% 0% 22% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 233 131 102 9 92 268 31 83 65 39 84 54 LT Vol 2330090031003900 Through Vol 0 131 66 0 92 46 0 83 41 0 84 42 RT Vol 0 0 36 0 0 222 0 0 24 0 0 12 Lane Flow Rate 262 148 114 10 103 301 35 93 73 44 94 61 Geometry Grp 888888888888 Degree of Util (X) 0.56 0.295 0.221 0.022 0.215 0.577 0.082 0.205 0.157 0.103 0.208 0.131 Departure Headway (Hd) 7.702 7.202 6.954 7.979 7.479 6.899 8.459 7.959 7.702 8.435 7.935 7.78 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 469 499 516 449 480 524 424 450 465 425 452 461 Service Time 5.445 4.945 4.697 5.723 5.223 4.644 6.21 5.71 5.453 6.189 5.689 5.533 HCM Lane V/C Ratio 0.559 0.297 0.221 0.022 0.215 0.574 0.083 0.207 0.157 0.104 0.208 0.132 HCM Control Delay 19.9 12.9 11.7 10.9 12.3 18.7 12 12.8 11.9 12.2 12.8 11.7 HCM Lane LOS C BBBBCBBBBBB HCM 95th-tile Q 3.4 1.2 0.8 0.1 0.8 3.6 0.3 0.8 0.6 0.3 0.8 0.4 6.1-6 Lanes, Volumes, Timings Existing + Project AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)55 282 30 19 257 52 75 153 25 38 124 44 Future Volume (vph)55 282 30 19 257 52 75 153 25 38 124 44 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 50.0 50.0 17.0 44.0 44.0 18.0 37.0 37.0 16.0 35.0 35.0 Total Split (%)19.2% 41.7% 41.7% 14.2% 36.7% 36.7% 15.0% 30.8% 30.8% 13.3% 29.2% 29.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.1-7 HCM 6th Signalized Intersection Summary Existing + Project AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 282 30 19 257 52 75 153 25 38 124 44 Future Volume (veh/h) 55 282 30 19 257 52 75 153 25 38 124 44 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 63 324 34 22 295 60 86 176 29 44 143 51 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 89 1744 778 53 1672 746 185 937 418 151 902 402 Arrive On Green 0.05 0.50 0.50 0.03 0.48 0.48 0.06 0.27 0.27 0.04 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 63 324 34 22 295 60 86 176 29 44 143 51 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 4.3 6.1 1.3 1.5 5.8 2.5 3.0 4.7 1.7 1.5 3.8 3.0 Cycle Q Clear(g_c), s 4.3 6.1 1.3 1.5 5.8 2.5 3.0 4.7 1.7 1.5 3.8 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 89 1744 778 53 1672 746 185 937 418 151 902 402 V/C Ratio(X) 0.71 0.19 0.04 0.42 0.18 0.08 0.46 0.19 0.07 0.29 0.16 0.13 Avail Cap(c_a), veh/h 267 1744 778 181 1672 746 379 937 418 322 902 402 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 16.3 15.1 57.1 17.5 16.7 55.0 33.6 32.5 55.5 34.2 33.9 Incr Delay (d2), s/veh 9.9 0.2 0.1 5.2 0.2 0.2 1.8 0.4 0.3 1.1 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 2.4 0.5 0.7 2.2 0.9 1.3 2.0 0.6 0.6 1.6 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.0 16.5 15.2 62.4 17.8 16.9 56.8 34.1 32.8 56.5 34.6 34.6 LnGrp LOS EBBEBBECCECC Approach Vol, veh/h 421 377 291 238 Approach Delay, s/veh 23.8 20.2 40.7 38.6 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.9 37.0 8.1 65.0 11.1 35.8 10.6 62.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 32.5 12.5 45.5 13.5 30.5 18.5 39.5 Max Q Clear Time (g_c+I1), s 3.5 6.7 3.5 8.1 5.0 5.8 6.3 7.8 Green Ext Time (p_c), s 0.0 1.0 0.0 2.1 0.1 0.9 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C 6.1-8 Lanes, Volumes, Timings Existing + Project AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)47 259 60 22 253 17 90 162 24 24 148 68 Future Volume (vph)47 259 60 22 253 17 90 162 24 24 148 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 47.0 47.0 18.0 43.0 43.0 19.0 39.0 39.0 16.0 36.0 36.0 Total Split (%)18.3% 39.2% 39.2% 15.0% 35.8% 35.8% 15.8% 32.5% 32.5% 13.3% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.1-9 HCM 6th Signalized Intersection Summary Existing + Project AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 47 259 60 22 253 17 90 162 24 24 148 68 Future Volume (veh/h) 47 259 60 22 253 17 90 162 24 24 148 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 48 264 61 22 258 17 92 165 24 24 151 69 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 81 1730 772 53 1674 747 187 995 444 108 914 407 Arrive On Green 0.05 0.50 0.50 0.03 0.48 0.48 0.06 0.29 0.29 0.03 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 48 264 61 22 258 17 92 165 24 24 151 69 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 3.3 5.0 2.5 1.5 5.0 0.7 3.2 4.3 1.4 0.8 4.0 4.1 Cycle Q Clear(g_c), s 3.3 5.0 2.5 1.5 5.0 0.7 3.2 4.3 1.4 0.8 4.0 4.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 81 1730 772 53 1674 747 187 995 444 108 914 407 V/C Ratio(X) 0.59 0.15 0.08 0.42 0.15 0.02 0.49 0.17 0.05 0.22 0.17 0.17 Avail Cap(c_a), veh/h 253 1730 772 195 1674 747 407 995 444 322 914 407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 16.2 15.6 57.1 17.3 16.2 55.0 32.0 30.9 56.6 34.0 34.0 Incr Delay (d2), s/veh 6.8 0.2 0.2 5.2 0.2 0.1 2.0 0.4 0.2 1.0 0.4 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.9 0.9 0.7 1.9 0.2 1.4 1.8 0.5 0.4 1.7 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.9 16.4 15.8 62.4 17.5 16.2 57.0 32.3 31.2 57.6 34.4 34.9 LnGrp LOS EBBEBBECCECC Approach Vol, veh/h 373 297 281 244 Approach Delay, s/veh 22.3 20.7 40.3 36.8 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 64.5 11.2 36.2 10.1 62.6 8.4 39.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 42.5 14.5 31.5 17.5 38.5 11.5 34.5 Max Q Clear Time (g_c+I1), s 3.5 7.0 5.2 6.1 5.3 7.0 2.8 6.3 Green Ext Time (p_c), s 0.0 1.8 0.1 1.0 0.1 1.5 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C 6.1-10 Lanes, Volumes, Timings Existing + Project AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 41 7 291 5 119 26 325 143 26 Future Volume (vph)8 10 13 41 7 291 5 119 26 325 143 26 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-11 HCM 6th AWSC Existing + Project AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh16.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 41 7 291 5 119 26 325 143 26 Future Vol, veh/h 8 10 13 41 7 291 5 119 26 325 143 26 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 46 8 323 6 132 29 361 159 29 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 10.6 15.6 11.2 18.7 HCM LOS B C B C Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %8% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %92% 70% 0% 100% 20% 0% 100% 0% 0% 100% 65% Vol Right, %0% 30% 0% 0% 80% 0% 0% 100% 0% 0% 35% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 65 86 8 7 16 41 7 291 325 95 74 LT Vol 50800410032500 Through Vol 60 60 07307009548 RT Vol 0 26 0 0 13 0 0 291 0 0 26 Lane Flow Rate 72 95 9 7 18 46 8 323 361 106 82 Geometry Grp 88888888888 Degree of Util (X) 0.142 0.181 0.021 0.016 0.037 0.093 0.015 0.553 0.683 0.186 0.138 Departure Headway (Hd) 7.122 6.871 8.343 7.834 7.267 7.367 6.862 6.155 6.811 6.311 6.064 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 500 519 432 460 496 484 519 582 527 566 589 Service Time 4.908 4.656 6.043 5.534 4.967 5.145 4.639 3.932 4.579 4.078 3.831 HCM Lane V/C Ratio 0.144 0.183 0.021 0.015 0.036 0.095 0.015 0.555 0.685 0.187 0.139 HCM Control Delay 11.1 11.2 11.2 10.7 10.2 10.9 9.7 16.4 23.1 10.5 9.8 HCM Lane LOS BBBBBBACCBA HCM 95th-tile Q 0.5 0.7 0.1 0 0.1 0.3 0 3.4 5.2 0.7 0.5 6.1-12 Lanes, Volumes, Timings Existing + Project AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\102 - E+P AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 41 7 291 5 119 26 325 143 26 Future Volume (vph)8 10 13 41 7 291 5 119 26 325 143 26 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 6 4 Detector Phase 2 2 66688 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)49.0 49.0 49.0 49.0 49.0 33.0 33.0 38.0 38.0 38.0 Total Split (%)40.8% 40.8% 40.8% 40.8% 40.8% 27.5% 27.5% 31.7% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None None Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84.5 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.1-13 HCM 6th Signalized Intersection Summary Existing + Project AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\102 - E+P AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 41 7 291 5 119 26 325 143 26 Future Volume (veh/h) 8 10 13 41 7 291 5 119 26 325 143 26 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 46 8 323 6 132 29 361 159 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 446 642 572 566 675 572 29 658 149 939 966 431 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.24 0.24 0.24 0.28 0.28 0.28 Sat Flow, veh/h 1049 1730 1543 1386 1821 1543 123 2771 629 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 46 8 323 88 0 79 361 159 29 Grp Sat Flow(s),veh/h/ln 1049 1730 1543 1386 1821 1543 1815 0 1708 1682 1730 1543 Q Serve(g_s), s 0.7 0.5 0.7 2.6 0.3 20.0 4.7 0.0 4.4 10.4 4.2 1.7 Cycle Q Clear(g_c), s 1.0 0.5 0.7 3.3 0.3 20.0 4.7 0.0 4.4 10.4 4.2 1.7 Prop In Lane 1.00 1.00 1.00 1.00 0.07 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 446 642 572 566 675 572 431 0 406 939 966 431 V/C Ratio(X) 0.02 0.02 0.02 0.08 0.01 0.56 0.20 0.00 0.19 0.38 0.16 0.07 Avail Cap(c_a), veh/h 446 642 572 566 675 572 431 0 406 939 966 431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 23.9 24.0 25.0 23.9 30.0 36.7 0.0 36.6 34.9 32.7 31.8 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.1 0.0 1.3 1.1 0.0 1.1 1.2 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.3 0.8 0.1 7.1 2.1 0.0 1.9 4.2 1.7 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.3 24.0 24.0 25.1 23.9 31.3 37.7 0.0 37.6 36.1 33.0 32.1 LnGrp LOS CCCCCCDADDCC Approach Vol, veh/h 34 377 167 549 Approach Delay, s/veh 24.1 30.4 37.7 35.0 Approach LOS CCDD Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 49.0 38.0 49.0 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 44.5 33.5 44.5 28.5 Max Q Clear Time (g_c+I1), s 3.0 12.4 22.0 6.7 Green Ext Time (p_c), s 0.1 2.1 1.2 0.7 Intersection Summary HCM 6th Ctrl Delay 33.5 HCM 6th LOS C 6.1-14 Lanes, Volumes, Timings Existing + Project AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)96 281 208 4 258 235 168 329 15 132 323 46 Future Volume (vph)96 281 208 4 258 235 168 329 15 132 323 46 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-15 HCM 6th Roundabout Existing + Project AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 629 534 551 538 Demand Flow Rate, veh/h 641 545 562 549 Vehicles Circulating, veh/h 503 651 558 472 Vehicles Exiting, veh/h 468 453 358 466 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 7.3 5.6 17.8 11.9 Approach LOS A A C B Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 228 4.976 258 4.976 16 4.976 50 Entry Flow, veh/h 413 1887 287 1887 546 1887 499 1887 Cap Entry Lane, veh/h 826 0.980 710 0.980 781 0.980 853 0.980 Entry HV Adj Factor 0.981 224 0.981 253 0.980 16 0.980 49 Flow Entry, veh/h 405 1850 281 1850 535 1850 489 1850 Cap Entry, veh/h 810 0.121 697 0.137 765 0.009 836 0.026 V/C Ratio 0.500 0.0 0.404 0.0 0.699 0.0 0.585 0.0 Control Delay, s/veh 11.3 A 10.6 A 18.4 A 13.1 A LOS B0B0C0B0 95th %tile Queue, veh 3264 6.1-16 Lanes, Volumes, Timings Existing + Project AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 12411213634133651845 Future Volume (vph)30 12411213634133651845 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)59.0 59.0 59.0 59.0 59.0 59.0 20.0 41.0 20.0 41.0 Total Split (%)49.2% 49.2% 49.2% 49.2% 49.2% 49.2% 16.7% 34.2% 16.7% 34.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 90 (75%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.1-17 HCM 6th Signalized Intersection Summary Existing + Project AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 12411213634133651845 Future Volume (veh/h) 30 12411213634133651845 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 32 12411314682143955748 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 59 1 139 54 8 139 65 3383 69 126 3313 283 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.04 0.67 0.67 0.10 0.94 0.94 Sat Flow, veh/h 4 11 1543 3 85 1543 1734 5014 103 1734 4666 398 Grp Volume(v), veh/h 33 0250131445024639394211 Grp Sat Flow(s),veh/h/ln 15 0 1543 88 0 1543 1734 1657 1803 1734 1657 1749 Q Serve(g_s), s 0.0 0.0 0.1 0.0 0.0 0.9 0.9 6.1 6.2 2.5 0.9 1.0 Cycle Q Clear(g_c), s 10.8 0.0 0.1 10.8 0.0 0.9 0.9 6.1 6.2 2.5 0.9 1.0 Prop In Lane 0.97 1.00 0.80 1.00 1.00 0.06 1.00 0.23 Lane Grp Cap(c), veh/h 60 0 139 62 0 139 65 2236 1216 126 2353 1242 V/C Ratio(X) 0.55 0.00 0.01 0.08 0.00 0.09 0.22 0.20 0.20 0.31 0.17 0.17 Avail Cap(c_a), veh/h 556 0 682 582 0 682 202 2236 1216 202 2353 1242 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 59.7 0.0 49.7 50.2 0.0 50.1 56.1 7.4 7.4 51.4 1.0 1.0 Incr Delay (d2), s/veh 15.4 0.0 0.1 1.2 0.0 0.6 3.5 0.2 0.4 2.5 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.1 0.2 0.0 0.4 0.5 1.8 2.1 1.1 0.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.1 0.0 49.8 51.4 0.0 50.7 59.6 7.6 7.7 53.9 1.1 1.3 LnGrp LOS E A D D A D E A A D A A Approach Vol, veh/h 35 18 710 644 Approach Delay, s/veh 73.6 50.9 8.6 4.4 Approach LOS E D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 88.4 16.8 10.5 92.7 16.8 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 33.5 53.0 14.0 33.5 53.0 Max Q Clear Time (g_c+I1), s 4.5 8.2 12.8 2.9 3.0 12.8 Green Ext Time (p_c), s 0.1 7.7 0.3 0.0 7.0 0.1 Intersection Summary HCM 6th Ctrl Delay 8.8 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. 6.1-18 Lanes, Volumes, Timings Existing + Project AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 209 278 53 45 303 152 81 559 36 74 493 331 Future Volume (vph) 209 278 53 45 303 152 81 559 36 74 493 331 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.1-19 HCM 6th Signalized Intersection Summary Existing + Project AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 209 278 53 45 303 152 81 559 36 74 493 331 Future Volume (veh/h) 209 278 53 45 303 152 81 559 36 74 493 331 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 213 284 54 46 309 155 83 570 37 76 503 338 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 239 1222 545 136 535 454 163 1250 388 310 1241 385 Arrive On Green 0.14 0.35 0.35 0.08 0.29 0.29 0.03 0.08 0.08 0.09 0.25 0.25 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 213 284 54 46 309 155 83 570 37 76 503 338 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 14.5 6.9 2.8 3.0 17.3 9.5 5.7 13.1 2.7 2.5 10.1 25.2 Cycle Q Clear(g_c), s 14.5 6.9 2.8 3.0 17.3 9.5 5.7 13.1 2.7 2.5 10.1 25.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 239 1222 545 136 535 454 163 1250 388 310 1241 385 V/C Ratio(X) 0.89 0.23 0.10 0.34 0.58 0.34 0.51 0.46 0.10 0.25 0.41 0.88 Avail Cap(c_a), veh/h 246 1222 545 173 535 454 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.9 27.3 26.0 52.3 36.0 33.2 55.4 47.2 42.4 50.6 37.6 43.3 Incr Delay (d2), s/veh 30.0 0.4 0.4 0.5 4.5 2.0 0.9 0.4 0.1 0.2 0.3 18.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 2.8 1.1 1.3 8.1 3.7 2.5 5.7 1.0 1.0 4.0 11.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.9 27.8 26.4 52.9 40.5 35.3 56.3 47.6 42.6 50.8 37.9 61.3 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 551 510 690 917 Approach Delay, s/veh 48.2 40.0 48.4 47.6 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 37.7 15.4 49.9 17.2 37.5 22.5 42.8 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 4.5 15.1 5.0 8.9 7.7 27.2 16.5 19.3 Green Ext Time (p_c), s 0.0 4.5 0.0 3.5 0.0 2.7 0.0 3.1 Intersection Summary HCM 6th Ctrl Delay 46.5 HCM 6th LOS D 6.1-20 Lanes, Volumes, Timings Existing + Project AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)30 44 15 107 109 11 Future Volume (vph)30 44 15 107 109 11 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-21 HCM 6th AWSC Existing + Project AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 30 44 15 107 109 11 Future Vol, veh/h 30 44 15 107 109 11 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 36 53 18 129 131 13 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.7 7.8 9.5 HCM LOS A A A Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %41% 0% 0% 100% 0% Vol Thru, %59% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 74 15 107 109 11 LT Vol 30 0 0 109 0 Through Vol 44 15 0 0 0 RT Vol 0 0 107 0 11 Lane Flow Rate 89 18 129 131 13 Geometry Grp 47777 Degree of Util (X) 0.123 0.025 0.155 0.204 0.016 Departure Headway (Hd)4.986 5.031 4.328 5.58 4.376 Convergence, Y/N Yes Yes Yes Yes Yes Cap 720 713 830 645 819 Service Time 3.005 2.747 2.043 3.304 2.099 HCM Lane V/C Ratio 0.124 0.025 0.155 0.203 0.016 HCM Control Delay 8.7 7.9 7.8 9.7 7.2 HCM Lane LOS AAAAA HCM 95th-tile Q 0.4 0.1 0.5 0.8 0 6.1-22 Lanes, Volumes, Timings Existing + Project AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)27 57 77 4 38 11 62 33 2 11 31 26 Future Volume (vph)27 57 77 4 38 11 62 33 2 11 31 26 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-23 HCM 6th AWSC Existing + Project AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 57 77 4 38 11 62 33 2 11 31 26 Future Vol, veh/h 27 57 77 4 38 11 62 33 2 11 31 26 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 30 63 85 4 42 12 68 36 2 12 34 29 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 8.3 8.5 9 8.2 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 32% 0% 8% 100% 0% 0% Vol Thru, %0% 94% 68% 0% 72% 0% 100% 0% Vol Right, %0% 6% 0% 100% 21% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 62 35 84 77 53 11 31 26 LT Vol 62 0 27 0 4 11 0 0 Through Vol 0 33 57 0 38 0 31 0 RT Vol 0 2 0 77 11 0 0 26 Lane Flow Rate 68 38 92 85 58 12 34 29 Geometry Grp 88888888 Degree of Util (X) 0.111 0.057 0.137 0.105 0.086 0.02 0.051 0.037 Departure Headway (Hd)5.845 5.301 5.34 4.478 5.294 5.925 5.422 4.717 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 613 675 671 799 676 603 659 757 Service Time 3.586 3.042 3.075 2.213 3.037 3.669 3.165 2.461 HCM Lane V/C Ratio 0.111 0.056 0.137 0.106 0.086 0.02 0.052 0.038 HCM Control Delay 9.3 8.4 8.9 7.7 8.5 8.8 8.5 7.6 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.4 0.2 0.5 0.4 0.3 0.1 0.2 0.1 6.1-24 Lanes, Volumes, Timings Existing + Project AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)63 76 16 4 54 26 11 73 3 15 77 45 Future Volume (vph)63 76 16 4 54 26 11 73 3 15 77 45 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-25 HCM 6th AWSC Existing + Project AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 63 76 16 4 54 26 11 73 3 15 77 45 Future Vol, veh/h 63 76 16 4 54 26 11 73 3 15 77 45 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 75 90 19 5 64 31 13 87 4 18 92 54 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 9.3 8.4 8.8 8.7 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %13% 41% 5% 16% 0% Vol Thru, %84% 49% 64% 84% 0% Vol Right, % 3% 10% 31% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 87 155 84 92 45 LT Vol 11 63 4 15 0 Through Vol 73 76 54 77 0 RT Vol 3 16 26 0 45 Lane Flow Rate 104 185 100 110 54 Geometry Grp 52277 Degree of Util (X) 0.142 0.242 0.129 0.164 0.069 Departure Headway (Hd)4.926 4.728 4.642 5.396 4.609 Convergence, Y/N Yes Yes Yes Yes Yes Cap 725 758 769 663 774 Service Time 2.976 2.77 2.689 3.142 2.354 HCM Lane V/C Ratio 0.143 0.244 0.13 0.166 0.07 HCM Control Delay 8.8 9.3 8.4 9.2 7.7 HCM Lane LOS AAAAA HCM 95th-tile Q 0.5 0.9 0.4 0.6 0.2 6.1-26 Lanes, Volumes, Timings Existing + Project AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 62 5 15 37 13 10 107 21 38 95 6 Future Volume (vph)0 62 5 15 37 13 10 107 21 38 95 6 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-27 HCM 6th AWSC Existing + Project AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 62 5 15 37 13 10 107 21 38 95 6 Future Vol, veh/h 0 62 5 15 37 13 10 107 21 38 95 6 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 73 6 18 44 15 12 126 25 45 112 7 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 8.8 9.1 9.4 8.7 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 23% 100% 0% 0% Vol Thru, %0% 84% 100% 100% 0% 57% 0% 100% 84% Vol Right, %0% 16% 0% 0% 100% 20% 0% 0% 16% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 10 128 0 62 5 65 38 63 38 LT Vol 100000153800 Through Vol 0 107 0 62 0 37 0 63 32 RT Vol 0 21 0 0 5 13 0 0 6 Lane Flow Rate 12 151 0 73 6 76 45 75 44 Geometry Grp 887778888 Degree of Util (X) 0.019 0.219 0 0.11 0.008 0.118 0.073 0.111 0.064 Departure Headway (Hd) 5.851 5.233 5.43 5.43 4.728 5.576 5.846 5.343 5.231 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 610 684 0 657 753 639 611 668 682 Service Time 3.605 2.987 3.186 3.186 2.483 3.34 3.601 3.098 2.986 HCM Lane V/C Ratio 0.02 0.221 0 0.111 0.008 0.119 0.074 0.112 0.065 HCM Control Delay 8.7 9.5 8.2 8.9 7.5 9.1 9.1 8.8 8.3 HCM Lane LOS A A N AAAAAA HCM 95th-tile Q 0.1 0.8 0 0.4 0 0.4 0.2 0.4 0.2 6.1-28 Lanes, Volumes, Timings Existing + Project AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 123 14 18 214 51 29 132 4 50 143 78 Future Volume (vph)19 123 14 18 214 51 29 132 4 50 143 78 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-29 HCM 6th AWSC Existing + Project AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 16.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 123 14 18 214 51 29 132 4 50 143 78 Future Vol, veh/h 19 123 14 18 214 51 29 132 4 50 143 78 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 23 152 17 22 264 63 36 163 5 62 177 96 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 12.8 21.1 15 14 HCM LOS B C B B Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %18% 100% 0% 6% 26% 0% Vol Thru, %80% 0% 90% 76% 74% 0% Vol Right, % 2% 0% 10% 18% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 165 19 137 283 193 78 LT Vol 29 19 0 18 50 0 Through Vol 132 0 123 214 143 0 RT Vol 4 0 14 51 0 78 Lane Flow Rate 204 23 169 349 238 96 Geometry Grp 677677 Degree of Util (X) 0.405 0.049 0.328 0.646 0.462 0.164 Departure Headway (Hd)7.162 7.571 6.986 6.657 6.979 6.132 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 503 473 514 542 517 585 Service Time 5.208 5.318 4.732 4.695 4.719 3.872 HCM Lane V/C Ratio 0.406 0.049 0.329 0.644 0.46 0.164 HCM Control Delay 15 10.7 13.1 21.1 15.6 10.1 HCM Lane LOS B B B C C B HCM 95th-tile Q 1.9 0.2 1.4 4.6 2.4 0.6 6.1-30 Lanes, Volumes, Timings Existing + Project AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)73 225 22 11 241 117 21 149 5 89 182 38 Future Volume (vph)73 225 22 11 241 117 21 149 5 89 182 38 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-31 HCM 6th AWSC Existing + Project AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh17.7 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 73 225 22 11 241 117 21 149 5 89 182 38 Future Vol, veh/h 73 225 22 11 241 117 21 149 5 89 182 38 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 88 271 27 13 290 141 25 180 6 107 219 46 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 20.6 17.7 19.4 13.6 HCM LOS C C C B Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %12% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %85% 0% 100% 0% 0% 100% 41% 0% 100% 61% Vol Right, %3% 0% 0% 100% 0% 0% 59% 0% 0% 39% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 175 73 225 22 11 161 197 89 121 99 LT Vol 21 73 0 0 11 0 0 89 0 0 Through Vol 149 0 225 0 0 161 80 0 121 61 RT Vol 5 0 0 22 0 0 117 0 0 38 Lane Flow Rate 211 88 271 27 13 194 238 107 146 119 Geometry Grp 8888888777 Degree of Util (X) 0.495 0.214 0.62 0.055 0.032 0.438 0.51 0.248 0.317 0.249 Departure Headway (Hd) 8.459 8.745 8.23 7.509 8.66 8.145 7.718 8.315 7.805 7.53 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 424 408 436 474 411 439 464 430 459 474 Service Time 6.255 6.543 6.028 5.306 6.457 5.942 5.514 6.1 5.59 5.315 HCM Lane V/C Ratio 0.498 0.216 0.622 0.057 0.032 0.442 0.513 0.249 0.318 0.251 HCM Control Delay 19.4 13.9 23.7 10.7 11.7 17.2 18.4 13.8 14.2 12.8 HCM Lane LOS C B C B B C C B B B HCM 95th-tile Q 2.7 0.8 4.1 0.2 0.1 2.2 2.8 1 1.3 1 6.1-32 Lanes, Volumes, Timings Existing + Project AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\102 - E+P AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)73 225 22 11 241 117 21 149 5 89 182 38 Future Volume (vph)73 225 22 11 241 117 21 149 5 89 182 38 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)32.0 32.0 32.0 32.0 32.0 32.0 28.0 28.0 28.0 28.0 Total Split (%)53.3% 53.3% 53.3% 53.3% 53.3% 53.3% 46.7% 46.7% 46.7% 46.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.1-33 HCM 6th Signalized Intersection Summary Existing + Project AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\102 - E+P AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 225 22 11 241 117 21 149 5 89 182 38 Future Volume (veh/h) 73 225 22 11 241 117 21 149 5 89 182 38 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 88 271 27 13 290 141 25 180 6 107 219 46 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 511 835 707 513 1586 707 107 625 19 605 1119 231 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow, veh/h 957 1821 1543 1081 3460 1543 102 1596 50 1198 2856 589 Grp Volume(v), veh/h 88 271 27 13 290 141 211 0 0 107 131 134 Grp Sat Flow(s),veh/h/ln 957 1821 1543 1081 1730 1543 1747 0 0 1198 1730 1715 Q Serve(g_s), s 3.6 5.7 0.6 0.5 3.0 3.3 0.0 0.0 0.0 0.0 3.0 3.1 Cycle Q Clear(g_c), s 6.6 5.7 0.6 6.1 3.0 3.3 4.8 0.0 0.0 3.0 3.0 3.1 Prop In Lane 1.00 1.00 1.00 1.00 0.12 0.03 1.00 0.34 Lane Grp Cap(c), veh/h 511 835 707 513 1586 707 752 0 0 605 678 672 V/C Ratio(X) 0.17 0.32 0.04 0.03 0.18 0.20 0.28 0.00 0.00 0.18 0.19 0.20 Avail Cap(c_a), veh/h 511 835 707 513 1586 707 752 0 0 605 678 672 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.5 10.3 9.0 12.3 9.6 9.7 12.6 0.0 0.0 12.0 12.0 12.0 Incr Delay (d2), s/veh 0.7 1.0 0.1 0.1 0.3 0.6 0.9 0.0 0.0 0.6 0.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.8 0.2 0.1 0.8 0.9 1.7 0.0 0.0 0.8 1.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.3 11.4 9.1 12.4 9.9 10.3 13.5 0.0 0.0 12.7 12.6 12.7 LnGrp LOS BBABABBAABBB Approach Vol, veh/h 386 444 211 372 Approach Delay, s/veh 11.4 10.1 13.5 12.7 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 32.0 28.0 32.0 28.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 23.5 27.5 23.5 Max Q Clear Time (g_c+I1), s 8.6 5.1 8.1 6.8 Green Ext Time (p_c), s 1.7 1.5 1.9 0.9 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B 6.1-34 Lanes, Volumes, Timings Existing + Project AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)20 147 29 30 272 121 18 239 28 67 221 27 Future Volume (vph)20 147 29 30 272 121 18 239 28 67 221 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)23.0 23.0 23.0 23.0 23.0 12.0 12.0 25.0 12.0 25.0 Total Split (%)38.3% 38.3% 38.3% 38.3% 38.3% 20.0% 20.0% 41.7% 20.0% 41.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.1-35 HCM 6th Signalized Intersection Summary Existing + Project AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 147 29 30 272 121 18 239 28 67 221 27 Future Volume (veh/h) 20 147 29 30 272 121 18 239 28 67 221 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 24 173 34 35 320 142 21 281 33 79 260 32 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 188 430 365 303 430 509 74 1468 171 163 1617 197 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.04 0.47 0.46 0.09 0.52 0.51 Sat Flow, veh/h 930 1821 1543 1175 1821 1543 1734 3122 363 1734 3105 378 Grp Volume(v), veh/h 24 173 34 35 320 142 21 155 159 79 144 148 Grp Sat Flow(s),veh/h/ln 930 1821 1543 1175 1821 1543 1734 1730 1756 1734 1730 1753 Q Serve(g_s), s 1.5 4.8 1.0 1.6 9.8 4.1 0.7 3.1 3.2 2.6 2.6 2.7 Cycle Q Clear(g_c), s 11.2 4.8 1.0 6.4 9.8 4.1 0.7 3.1 3.2 2.6 2.6 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.22 Lane Grp Cap(c), veh/h 188 430 365 303 430 509 74 813 825 163 901 913 V/C Ratio(X) 0.13 0.40 0.09 0.12 0.74 0.28 0.28 0.19 0.19 0.49 0.16 0.16 Avail Cap(c_a), veh/h 263 577 489 398 577 633 231 813 825 231 901 913 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.4 19.3 17.9 22.0 21.2 14.8 27.8 9.3 9.3 25.8 7.5 7.6 Incr Delay (d2), s/veh 0.3 0.6 0.1 0.2 3.6 0.3 2.1 0.5 0.5 2.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.8 0.3 0.4 3.9 1.2 0.3 1.0 1.0 1.0 0.8 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.7 19.9 18.0 22.2 24.8 15.1 29.9 9.8 9.8 28.1 7.9 7.9 LnGrp LOS C B B C C B C A A C A A Approach Vol, veh/h 231 497 335 371 Approach Delay, s/veh 20.4 21.8 11.1 12.2 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.6 32.2 18.2 6.6 35.3 18.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 20.5 18.5 7.5 20.5 18.5 Max Q Clear Time (g_c+I1), s 4.6 5.2 13.2 2.7 4.7 11.8 Green Ext Time (p_c), s 0.0 1.3 0.4 0.0 1.2 1.3 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B 6.1-36 Lanes, Volumes, Timings Existing + Project AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 60 7 1 44 2 2 35 2 10 62 16 Future Volume (vph)19 60 7 1 44 2 2 35 2 10 62 16 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-37 HCM 6th AWSC Existing + Project AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 7.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 60 7 1 44 2 2 35 2 10 62 16 Future Vol, veh/h 19 60 7 1 44 2 2 35 2 10 62 16 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 20 64 7 1 47 2 2 37 2 11 66 17 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.8 7.6 7.6 7.7 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %5% 22% 2% 11% Vol Thru, %90% 70% 94% 70% Vol Right, % 5% 8% 4% 18% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 39 86 47 88 LT Vol 2 19 1 10 Through Vol 35 60 44 62 RT Vol 2 7 2 16 Lane Flow Rate 41 91 50 94 Geometry Grp 1111 Degree of Util (X) 0.05 0.107 0.059 0.107 Departure Headway (Hd)4.332 4.202 4.218 4.123 Convergence, Y/N Yes Yes Yes Yes Cap 831 841 835 856 Service Time 2.332 2.287 2.314 2.214 HCM Lane V/C Ratio 0.049 0.108 0.06 0.11 HCM Control Delay 7.6 7.8 7.6 7.7 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.4 0.2 0.4 6.1-38 Lanes, Volumes, Timings Existing + Project AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0 0 0 24 72 0 Future Volume (vph)0 0 0 24 72 0 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-39 HCM 6th TWSC Existing + Project AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 6.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 24 72 0 Future Vol, veh/h 0 0 0 24 72 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 26 78 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 26 0 - 0 13 13 Stage 1 - - - - 13 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1588 - - - 1006 1067 Stage 1 - - - - 1010 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1588 - - - 1006 1067 Mov Cap-2 Maneuver - - - - 1006 - Stage 1 - - - - 1010 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1588 - - - 1006 HCM Lane V/C Ratio ----0.078 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.3 6.1-40 Lanes, Volumes, Timings Existing + Project AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 207 15 19 158 115 67 Future Volume (vph) 207 15 19 158 115 67 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 143 Travel Time (s)13.6 12.0 2.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-41 HCM 6th TWSC Existing + Project AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 207 15 19 158 115 67 Future Vol, veh/h 207 15 19 158 115 67 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 225 16 21 172 125 73 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 290 99 198 0 - 0 Stage 1 162 ----- Stage 2 128 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 677 937 1372 - - - Stage 1 850 ----- Stage 2 884 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 667 937 1372 - - - Mov Cap-2 Maneuver 692 ----- Stage 1 837 ----- Stage 2 884 ----- Approach EB NB SB HCM Control Delay, s 12.4 0.8 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1372 - 692 937 - - HCM Lane V/C Ratio 0.015 - 0.325 0.017 - - HCM Control Delay (s) 7.7 - 12.7 8.9 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 1.4 0.1 - - 6.1-42 Lanes, Volumes, Timings Existing + Project AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)51 5 16 60 5 2 Future Volume (vph)51 5 16 60 5 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-43 HCM 6th TWSC Existing + Project AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 51 5 16 60 5 2 Future Vol, veh/h 51 5 16 60 5 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 55 5 17 65 5 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 60 0 125 58 Stage 1 - - - - 58 - Stage 2 - - - - 67 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1543 - 863 1008 Stage 1 - - - - 964 - Stage 2 - - - - 948 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1543 - 854 1008 Mov Cap-2 Maneuver - - - - 819 - Stage 1 - - - - 953 - Stage 2 - - - - 948 - Approach EB WB NB HCM Control Delay, s 0 1.5 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)865 - - 1543 - HCM Lane V/C Ratio 0.009 - - 0.011 - HCM Control Delay (s) 9.2 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0 - - 0 - 6.1-44 Lanes, Volumes, Timings Existing + Project AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)45 8 0 76 0 3 Future Volume (vph)45 8 0 76 0 3 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-45 HCM 6th TWSC Existing + Project AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 45 8 0 76 0 3 Future Vol, veh/h 45 8 0 76 0 3 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 49 9 0 83 0 3 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 54 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 1013 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----1013 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)1013 - - - HCM Lane V/C Ratio 0.003 - - - HCM Control Delay (s) 8.6 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - 6.1-46 Lanes, Volumes, Timings Existing + Project AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 6 0 365 176 13 Future Volume (vph)0 6 0 365 176 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 251 288 Travel Time (s)5.7 3.4 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-47 HCM 6th TWSC Existing + Project AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 6 0 365 176 13 Future Vol, veh/h 0 6 0 365 176 13 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 7 0 397 191 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 103 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 932 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 932 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 8.9 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 932 - - HCM Lane V/C Ratio - 0.007 - - HCM Control Delay (s) - 8.9 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - 0 - - 6.1-48 Lanes, Volumes, Timings Existing + Project PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)71 58 4 93 19 55 2 233 58 46 382 44 Future Volume (vph)71 58 4 93 19 55 2 233 58 46 382 44 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-49 HCM 6th AWSC Existing + Project PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 71 58 4 93 19 55 2 233 58 46 382 44 Future Vol, veh/h 71 58 4 93 19 55 2 233 58 46 382 44 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 77 63 4 101 21 60 2 253 63 50 415 48 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 11.8 11.7 12.3 13.8 HCM LOS BBBB Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 57% 0% 100% 0% 0% 100% 10% 0% 100% Vol Right, %0% 0% 43% 0% 0% 100% 0% 0% 90% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 2 155 136 71 58 4 93 13 61 46 255 LT Vol 2 0 0 71 0 0 93 0 0 46 0 Through Vol 0 155 78 0 58 0 0 13 6 0 255 RT Vol 0058004005500 Lane Flow Rate 2 169 147 77 63 4 101 14 67 50 277 Geometry Grp 88888888888 Degree of Util (X) 0.004 0.321 0.268 0.169 0.129 0.008 0.219 0.028 0.123 0.097 0.498 Departure Headway (Hd)7.345 6.845 6.546 7.875 7.375 6.675 7.793 7.293 6.665 6.98 6.48 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 485 522 546 453 483 532 458 488 534 511 554 Service Time 5.126 4.626 4.327 5.668 5.168 4.468 5.582 5.082 4.454 4.752 4.252 HCM Lane V/C Ratio 0.004 0.324 0.269 0.17 0.13 0.008 0.221 0.029 0.125 0.098 0.5 HCM Control Delay 10.2 12.9 11.7 12.3 11.3 9.5 12.8 10.3 10.4 10.5 15.6 HCM Lane LOS BBBBBABBBBC HCM 95th-tile Q 0 1.4 1.1 0.6 0.4 0 0.8 0.1 0.4 0.3 2.8 6.1-50 Lanes, Volumes, Timings Existing + Project PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)29 62 1 293 26 55 403 Future Volume (vph)29 62 1 293 26 55 403 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)22.0 22.0 12.0 24.0 24.0 14.0 26.0 Total Split (%)36.7% 36.7% 20.0% 40.0% 40.0% 23.3% 43.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.1-51 HCM 6th Signalized Intersection Summary Existing + Project PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 29 62 1 293 26 55 403 Future Volume (veh/h) 29 62 1 293 26 55 403 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 33 70 329 29 62 453 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 180 161 1153 514 629 2639 Arrive On Green 0.10 0.10 0.33 0.33 0.36 0.76 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 33 70 329 29 62 453 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.0 2.6 4.2 0.5 1.4 2.1 Cycle Q Clear(g_c), s 1.0 2.6 4.2 0.5 1.4 2.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 180 161 1153 514 629 2639 V/C Ratio(X) 0.18 0.44 0.29 0.06 0.10 0.17 Avail Cap(c_a), veh/h 520 463 1153 514 629 2639 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.5 25.2 14.7 5.4 12.6 1.9 Incr Delay (d2), s/veh 0.5 1.9 0.6 0.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.9 1.4 0.2 0.5 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.0 27.1 15.4 5.6 12.7 2.1 LnGrp LOS C C BABA Approach Vol, veh/h 103 358 515 Approach Delay, s/veh 26.4 14.6 3.4 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 25.8 24.0 49.8 10.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 19.5 21.5 17.5 Max Q Clear Time (g_c+I1), s 3.4 6.2 4.1 4.6 Green Ext Time (p_c), s 0.0 1.5 2.4 0.2 Intersection Summary HCM 6th Ctrl Delay 9.9 HCM 6th LOS A Notes User approved ignoring U-Turning movement. 6.1-52 Lanes, Volumes, Timings Existing + Project PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)13 196 286 36 104 51 249 258 66 30 184 11 Future Volume (vph)13 196 286 36 104 51 249 258 66 30 184 11 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-53 HCM 6th AWSC Existing + Project PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh23.5 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 196 286 36 104 51 249 258 66 30 184 11 Future Vol, veh/h 13 196 286 36 104 51 249 258 66 30 184 11 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 15 220 321 40 117 57 280 290 74 34 207 12 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 33.6 14.1 21.1 15.3 HCM LOS D B C C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 57% 0% 100% 19% 0% 100% 40% 0% 100% 85% Vol Right, %0% 0% 43% 0% 0% 81% 0% 0% 60% 0% 0% 15% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 249 172 152 13 131 351 36 69 86 30 123 72 LT Vol 249 0 0 13 0 0 36 0 0 30 0 0 Through Vol 0 172 86 0 131 65 0 69 35 0 123 61 RT Vol 0 0 66 0 0 286 0 0 51 0 0 11 Lane Flow Rate 280 193 171 15 147 395 40 78 96 34 138 81 Geometry Grp 888888888888 Degree of Util (X) 0.672 0.438 0.372 0.036 0.34 0.852 0.109 0.199 0.235 0.09 0.347 0.202 Departure Headway (Hd) 8.65 8.15 7.846 8.838 8.338 7.768 9.704 9.204 8.787 9.57 9.07 8.964 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 420 444 459 407 433 470 370 390 409 375 397 401 Service Time 6.37 5.87 5.566 6.558 6.058 5.488 7.454 6.954 6.538 7.32 6.82 6.714 HCM Lane V/C Ratio 0.667 0.435 0.373 0.037 0.339 0.84 0.108 0.2 0.235 0.091 0.348 0.202 HCM Control Delay 27.4 17.1 15.2 11.9 15.3 41.2 13.6 14.2 14.2 13.3 16.6 14 HCM Lane LOS D C C B C EBBBBCB HCM 95th-tile Q 4.8 2.2 1.7 0.1 1.5 8.6 0.4 0.7 0.9 0.3 1.5 0.7 6.1-54 Lanes, Volumes, Timings Existing + Project PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)64 368 41 28 255 39 62 204 33 47 162 49 Future Volume (vph)64 368 41 28 255 39 62 204 33 47 162 49 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 49.0 49.0 17.0 43.0 43.0 16.0 38.0 38.0 16.0 38.0 38.0 Total Split (%)19.2% 40.8% 40.8% 14.2% 35.8% 35.8% 13.3% 31.7% 31.7% 13.3% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.1-55 HCM 6th Signalized Intersection Summary Existing + Project PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 368 41 28 255 39 62 204 33 47 162 49 Future Volume (veh/h) 64 368 41 28 255 39 62 204 33 47 162 49 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 74 428 48 33 297 45 72 237 38 55 188 57 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 95 1657 739 67 1603 715 178 980 437 165 966 431 Arrive On Green 0.05 0.48 0.48 0.04 0.46 0.46 0.05 0.28 0.28 0.05 0.28 0.28 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 74 428 48 33 297 45 72 237 38 55 188 57 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.1 8.8 2.0 2.2 6.0 1.9 2.5 6.3 2.2 1.9 5.0 3.3 Cycle Q Clear(g_c), s 5.1 8.8 2.0 2.2 6.0 1.9 2.5 6.3 2.2 1.9 5.0 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 95 1657 739 67 1603 715 178 980 437 165 966 431 V/C Ratio(X) 0.78 0.26 0.06 0.49 0.19 0.06 0.40 0.24 0.09 0.33 0.19 0.13 Avail Cap(c_a), veh/h 267 1657 739 181 1603 715 322 980 437 322 966 431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 18.6 16.8 56.5 18.9 17.8 55.0 33.1 31.6 55.2 33.0 32.4 Incr Delay (d2), s/veh 13.0 0.4 0.2 5.4 0.3 0.2 1.5 0.6 0.4 1.2 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.5 0.7 1.0 2.3 0.7 1.1 2.6 0.8 0.8 2.1 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.0 19.0 17.0 61.9 19.2 18.0 56.4 33.7 32.0 56.3 33.4 33.0 LnGrp LOS EBBEBBECCECC Approach Vol, veh/h 550 375 347 300 Approach Delay, s/veh 25.5 22.8 38.2 37.5 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.4 38.5 9.2 62.0 10.9 38.0 11.0 60.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 33.5 12.5 44.5 11.5 33.5 18.5 38.5 Max Q Clear Time (g_c+I1), s 3.9 8.3 4.2 10.8 4.5 7.0 7.1 8.0 Green Ext Time (p_c), s 0.1 1.4 0.0 2.9 0.1 1.2 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 30.0 HCM 6th LOS C 6.1-56 Lanes, Volumes, Timings Existing + Project PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)54 324 148 26 229 32 107 264 22 33 151 57 Future Volume (vph)54 324 148 26 229 32 107 264 22 33 151 57 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 47.0 47.0 17.0 42.0 42.0 20.0 41.0 41.0 15.0 36.0 36.0 Total Split (%)18.3% 39.2% 39.2% 14.2% 35.0% 35.0% 16.7% 34.2% 34.2% 12.5% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.1-57 HCM 6th Signalized Intersection Summary Existing + Project PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 324 148 26 229 32 107 264 22 33 151 57 Future Volume (veh/h) 54 324 148 26 229 32 107 264 22 33 151 57 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 57 341 156 27 241 34 113 278 23 35 159 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 86 1630 727 60 1578 704 192 1052 469 135 994 443 Arrive On Green 0.05 0.47 0.47 0.03 0.46 0.46 0.06 0.30 0.30 0.04 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 57 341 156 27 241 34 113 278 23 35 159 60 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 3.9 6.9 7.1 1.8 4.9 1.5 3.9 7.3 1.3 1.2 4.1 3.5 Cycle Q Clear(g_c), s 3.9 6.9 7.1 1.8 4.9 1.5 3.9 7.3 1.3 1.2 4.1 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 86 1630 727 60 1578 704 192 1052 469 135 994 443 V/C Ratio(X) 0.66 0.21 0.21 0.45 0.15 0.05 0.59 0.26 0.05 0.26 0.16 0.14 Avail Cap(c_a), veh/h 253 1630 727 181 1578 704 435 1052 469 294 994 443 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 18.6 18.7 56.8 19.1 18.2 55.2 31.6 29.5 55.9 31.9 31.7 Incr Delay (d2), s/veh 8.4 0.3 0.7 5.2 0.2 0.1 2.9 0.6 0.2 1.0 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 2.7 2.5 0.9 1.9 0.5 1.7 3.0 0.5 0.5 1.7 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.4 18.9 19.4 62.0 19.3 18.3 58.1 32.2 29.7 56.9 32.3 32.3 LnGrp LOS EBBEBBECCECC Approach Vol, veh/h 554 302 414 254 Approach Delay, s/veh 23.7 23.0 39.1 35.7 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.7 61.0 11.3 39.0 10.5 59.2 9.3 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 42.5 15.5 31.5 17.5 37.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 3.8 9.1 5.9 6.1 5.9 6.9 3.2 9.3 Green Ext Time (p_c), s 0.0 2.6 0.2 1.0 0.1 1.5 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 29.8 HCM 6th LOS C 6.1-58 Lanes, Volumes, Timings Existing + Project PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 24 2 30 10 325 6 154 50 405 148 2 Future Volume (vph)30 24 2 30 10 325 6 154 50 405 148 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-59 HCM 6th AWSC Existing + Project PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh44.5 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 24 2 30 10 325 6 154 50 405 148 2 Future Vol, veh/h 30 24 2 30 10 325 6 154 50 405 148 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 37 29 2 37 12 396 7 188 61 494 180 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 13 29.8 14.2 68.9 HCM LOS B D B F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %7% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %93% 61% 0% 100% 80% 0% 100% 0% 0% 100% 96% Vol Right, %0% 39% 0% 0% 20% 0% 0% 100% 0% 0% 4% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 83 127 30 16 10 30 10 325 405 99 51 LT Vol 6 0 30 0 0 30 0 0 405 0 0 Through Vol 77 77 0 16 8 0 10 0 0 99 49 RT Vol 05000200325002 Lane Flow Rate 101 155 37 20 12 37 12 396 494 120 63 Geometry Grp 88888888888 Degree of Util (X) 0.232 0.341 0.096 0.049 0.03 0.085 0.027 0.785 1.071 0.244 0.127 Departure Headway (Hd) 8.241 7.933 9.814 9.298 9.154 8.585 8.076 7.363 7.806 7.304 7.276 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 437 455 367 388 393 420 446 495 469 493 495 Service Time 5.971 5.659 7.514 6.998 6.854 6.285 5.776 5.063 5.525 5.022 4.995 HCM Lane V/C Ratio 0.231 0.341 0.101 0.052 0.031 0.088 0.027 0.8 1.053 0.243 0.127 HCM Control Delay 13.5 14.7 13.6 12.5 12.1 12.1 11 32 90 12.4 11.1 HCM Lane LOS BBBBBBBDFBB HCM 95th-tile Q 0.9 1.5 0.3 0.2 0.1 0.3 0.1 7.1 15.8 0.9 0.4 6.1-60 Lanes, Volumes, Timings Existing + Project PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\102 - E+P PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 24 2 30 10 325 6 154 50 405 148 2 Future Volume (vph)30 24 2 30 10 325 6 154 50 405 148 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 6 4 Detector Phase 2 2 66688 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)50.0 50.0 50.0 50.0 50.0 33.0 33.0 37.0 37.0 37.0 Total Split (%)41.7% 41.7% 41.7% 41.7% 41.7% 27.5% 27.5% 30.8% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None None Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.1-61 HCM 6th Signalized Intersection Summary Existing + Project PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\102 - E+P PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 24 2 30 10 325 6 154 50 405 148 2 Future Volume (veh/h) 30 24 2 30 10 325 6 154 50 405 148 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 37 29 2 37 12 396 7 188 61 494 180 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222222222 Cap, veh/h 427 1246 85 575 691 585 22 603 202 911 937 418 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.24 0.24 0.24 0.27 0.27 0.27 Sat Flow, veh/h 978 3287 224 1378 1821 1543 93 2539 852 3365 3460 1543 Grp Volume(v), veh/h 37 15 16 37 12 396 137 0 119 494 180 2 Grp Sat Flow(s),veh/h/ln 978 1730 1781 1378 1821 1543 1816 0 1668 1682 1730 1543 Q Serve(g_s), s 3.0 0.7 0.7 2.1 0.5 25.7 7.4 0.0 7.1 15.1 4.8 0.1 Cycle Q Clear(g_c), s 3.4 0.7 0.7 2.7 0.5 25.7 7.4 0.0 7.1 15.1 4.8 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.05 0.51 1.00 1.00 Lane Grp Cap(c), veh/h 427 656 675 575 691 585 431 0 396 911 937 418 V/C Ratio(X) 0.09 0.02 0.02 0.06 0.02 0.68 0.32 0.00 0.30 0.54 0.19 0.00 Avail Cap(c_a), veh/h 427 656 675 575 691 585 431 0 396 911 937 418 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 23.3 23.3 24.2 23.3 31.1 37.7 0.0 37.6 37.4 33.7 31.9 Incr Delay (d2), s/veh 0.4 0.1 0.1 0.1 0.0 4.1 1.9 0.0 1.9 2.3 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.3 0.3 0.7 0.2 9.5 3.4 0.0 3.0 6.2 2.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.8 23.4 23.4 24.3 23.3 35.2 39.6 0.0 39.5 39.7 34.1 32.0 LnGrp LOS CCCCCDDADDCC Approach Vol, veh/h 68 445 256 676 Approach Delay, s/veh 24.1 34.0 39.6 38.2 Approach LOS CCDD Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 50.0 37.0 50.0 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 45.5 32.5 45.5 28.5 Max Q Clear Time (g_c+I1), s 5.4 17.1 27.7 9.4 Green Ext Time (p_c), s 0.6 4.9 3.2 2.2 Intersection Summary HCM 6th Ctrl Delay 36.5 HCM 6th LOS D 6.1-62 Lanes, Volumes, Timings Existing + Project PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)73 256 240 15 257 210 135 443 59 113 389 101 Future Volume (vph)73 256 240 15 257 210 135 443 59 113 389 101 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.1-63 HCM 6th Roundabout Existing + Project PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.2 Intersection LOS B Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 611 518 684 649 Demand Flow Rate, veh/h 623 529 698 661 Vehicles Circulating, veh/h 566 714 484 446 Vehicles Exiting, veh/h 430 404 442 566 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.4 6.8 18.3 11.8 Approach LOS A A C B Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 263 4.976 231 4.976 64 4.976 111 Entry Flow, veh/h 360 1887 298 1887 634 1887 550 1887 Cap Entry Lane, veh/h 775 0.980 666 0.980 842 0.980 876 0.980 Entry HV Adj Factor 0.979 258 0.981 226 0.980 63 0.981 109 Flow Entry, veh/h 353 1850 292 1850 621 1850 540 1850 Cap Entry, veh/h 759 0.139 654 0.122 826 0.034 859 0.059 V/C Ratio 0.465 0.0 0.447 0.0 0.753 0.0 0.628 0.0 Control Delay, s/veh 11.1 A 12.1 A 20.1 A 14.1 A LOS B0B0C0B0 95th %tile Queue, veh 2275 6.1-64 Lanes, Volumes, Timings Existing + Project PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)54 2 21 9 1 34 3 716 7 15 666 55 Future Volume (vph)54 2 21 9 1 34 3 716 7 15 666 55 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)58.0 58.0 58.0 58.0 58.0 58.0 18.0 42.0 20.0 44.0 Total Split (%)48.3% 48.3% 48.3% 48.3% 48.3% 48.3% 15.0% 35.0% 16.7% 36.7% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.1-65 HCM 6th Signalized Intersection Summary Existing + Project PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 54 2 21 9 1 34 3 716 7 15 666 55 Future Volume (veh/h) 54 2 21 9 1 34 3 716 7 15 666 55 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 57 2 22 9 1 36 3 754 7 16 701 58 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 74 2 485 67 4 485 17 2449 23 72 2406 198 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.01 0.48 0.48 0.08 1.00 1.00 Sat Flow, veh/h 49 5 1543 32 14 1543 1734 5080 47 1734 4681 385 Grp Volume(v), veh/h 59 0 22 10 0 36 3 492 269 16 495 264 Grp Sat Flow(s),veh/h/ln 54 0 1543 47 0 1543 1734 1657 1813 1734 1657 1752 Q Serve(g_s), s 1.4 0.0 1.2 0.6 0.0 2.0 0.2 10.8 10.8 1.0 0.0 0.0 Cycle Q Clear(g_c), s 37.7 0.0 1.2 37.3 0.0 2.0 0.2 10.8 10.8 1.0 0.0 0.0 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.03 1.00 0.22 Lane Grp Cap(c), veh/h 76 0 485 72 0 485 17 1598 874 72 1703 900 V/C Ratio(X) 0.78 0.00 0.05 0.14 0.00 0.07 0.18 0.31 0.31 0.22 0.29 0.29 Avail Cap(c_a), veh/h 241 0 669 241 0 669 173 1598 874 202 1703 900 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.87 0.87 0.87 Uniform Delay (d), s/veh 59.1 0.0 28.6 46.9 0.0 28.9 59.0 18.9 18.9 53.2 0.0 0.0 Incr Delay (d2), s/veh 29.5 0.0 0.1 1.9 0.0 0.1 10.9 0.5 0.9 2.9 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 0.5 0.3 0.0 0.8 0.1 3.9 4.4 0.5 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 88.7 0.0 28.7 48.8 0.0 29.0 69.8 19.4 19.8 56.1 0.4 0.7 LnGrp LOS F A C D A C EBBEAA Approach Vol, veh/h 81 46 764 775 Approach Delay, s/veh 72.4 33.3 19.7 1.6 Approach LOS E C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 64.4 44.6 7.1 68.3 44.6 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 34.5 52.0 12.0 36.5 52.0 Max Q Clear Time (g_c+I1), s 3.0 12.8 39.7 2.2 2.0 39.3 Green Ext Time (p_c), s 0.0 7.9 0.4 0.0 9.5 0.2 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B 6.1-66 Lanes, Volumes, Timings Existing + Project PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 242 324 65 78 246 140 75 678 51 168 598 175 Future Volume (vph) 242 324 65 78 246 140 75 678 51 168 598 175 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 39.5 39.5 19.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 32.9% 32.9% 15.8% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.1-67 HCM 6th Signalized Intersection Summary Existing + Project PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 242 324 65 78 246 140 75 678 51 168 598 175 Future Volume (veh/h) 242 324 65 78 246 140 75 678 51 168 598 175 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 249 334 67 80 254 144 77 699 53 173 616 180 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1341 598 161 617 523 160 968 301 335 1005 312 Arrive On Green 0.14 0.39 0.39 0.09 0.34 0.34 0.03 0.06 0.06 0.10 0.20 0.20 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 249 334 67 80 254 144 77 699 53 173 616 180 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 7.9 3.3 5.3 12.9 8.2 5.2 16.6 3.9 5.9 13.5 12.6 Cycle Q Clear(g_c), s 17.0 7.9 3.3 5.3 12.9 8.2 5.2 16.6 3.9 5.9 13.5 12.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1341 598 161 617 523 160 968 301 335 1005 312 V/C Ratio(X) 1.01 0.25 0.11 0.50 0.41 0.28 0.48 0.72 0.18 0.52 0.61 0.58 Avail Cap(c_a), veh/h 246 1341 598 173 617 523 173 1326 412 365 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 24.9 23.5 51.7 30.5 28.9 55.3 53.0 47.0 51.3 43.6 43.2 Incr Delay (d2), s/veh 60.9 0.4 0.4 0.9 2.0 1.3 0.8 1.6 0.4 0.5 0.9 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.3 3.2 1.2 2.3 5.8 3.1 2.3 7.4 1.5 2.4 5.4 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 112.4 25.4 23.9 52.6 32.5 30.2 56.2 54.6 47.4 51.7 44.5 45.6 LnGrp LOS F CCDCCEDDDDD Approach Vol, veh/h 650 478 829 969 Approach Delay, s/veh 58.6 35.2 54.3 46.0 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 30.9 17.2 54.0 17.1 31.8 23.0 48.2 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 13.0 32.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 7.9 18.6 7.3 9.9 7.2 15.5 19.0 14.9 Green Ext Time (p_c), s 0.1 4.8 0.0 4.2 0.0 5.5 0.0 3.1 Intersection Summary HCM 6th Ctrl Delay 49.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.1-68 Lanes, Volumes, Timings Existing + Project PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)19 30 49 104 176 31 Future Volume (vph)19 30 49 104 176 31 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-69 HCM 6th AWSC Existing + Project PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 19 30 49 104 176 31 Future Vol, veh/h 19 30 49 104 176 31 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 23 37 60 127 215 38 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.9 8.3 10.6 HCM LOS A A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %39% 0% 0% 100% 0% Vol Thru, %61% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 49 49 104 176 31 LT Vol 19 0 0 176 0 Through Vol 30 49 0 0 0 RT Vol 0 0 104 0 31 Lane Flow Rate 60 60 127 215 38 Geometry Grp 47777 Degree of Util (X) 0.089 0.088 0.162 0.335 0.046 Departure Headway (Hd)5.332 5.307 4.602 5.624 4.42 Convergence, Y/N Yes Yes Yes Yes Yes Cap 672 676 780 640 808 Service Time 3.366 3.033 2.328 3.362 2.157 HCM Lane V/C Ratio 0.089 0.089 0.163 0.336 0.047 HCM Control Delay 8.9 8.5 8.2 11.2 7.4 HCM Lane LOS AAABA HCM 95th-tile Q 0.3 0.3 0.6 1.5 0.1 6.1-70 Lanes, Volumes, Timings Existing + Project PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)24 88 57 2 56 9 45 50 3 17 54 28 Future Volume (vph)24 88 57 2 56 9 45 50 3 17 54 28 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-71 HCM 6th AWSC Existing + Project PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 88 57 2 56 9 45 50 3 17 54 28 Future Vol, veh/h 24 88 57 2 56 9 45 50 3 17 54 28 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 27 100 65 2 64 10 51 57 3 19 61 32 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 8.9 9 9.1 8.6 HCM LOS AAAA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 21% 0% 3% 100% 0% 0% Vol Thru, %0% 94% 79% 0% 84% 0% 100% 0% Vol Right, %0% 6% 0% 100% 13% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 45 53 112 57 67 17 54 28 LT Vol 45 0 24 0 2 17 0 0 Through Vol 0 50 88 0 56 0 54 0 RT Vol 0 3 0 57 9 0 0 28 Lane Flow Rate 51 60 127 65 76 19 61 32 Geometry Grp 88888888 Degree of Util (X) 0.086 0.092 0.193 0.084 0.116 0.032 0.095 0.043 Departure Headway (Hd)6.046 5.502 5.45 4.641 5.488 6.051 5.547 4.842 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 590 647 655 768 649 589 642 734 Service Time 3.812 3.268 3.204 2.395 3.255 3.817 3.313 2.607 HCM Lane V/C Ratio 0.086 0.093 0.194 0.085 0.117 0.032 0.095 0.044 HCM Control Delay 9.4 8.8 9.5 7.8 9 9 8.9 7.8 HCM Lane LOS AAAAAAAA HCM 95th-tile Q 0.3 0.3 0.7 0.3 0.4 0.1 0.3 0.1 6.1-72 Lanes, Volumes, Timings Existing + Project PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 97 14 6 85 35 23 126 20 27 85 78 Future Volume (vph)66 97 14 6 85 35 23 126 20 27 85 78 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-73 HCM 6th AWSC Existing + Project PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 66 97 14 6 85 35 23 126 20 27 85 78 Future Vol, veh/h 66 97 14 6 85 35 23 126 20 27 85 78 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 88 129 19 8 113 47 31 168 27 36 113 104 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 11.8 10.4 11.5 10.2 HCM LOS BBBB Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %14% 37% 5% 24% 0% Vol Thru, %75% 55% 67% 76% 0% Vol Right, % 12% 8% 28% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 169 177 126 112 78 LT Vol 23 66 6 27 0 Through Vol 126 97 85 85 0 RT Vol 20 14 35 0 78 Lane Flow Rate 225 236 168 149 104 Geometry Grp 52277 Degree of Util (X) 0.347 0.364 0.256 0.254 0.153 Departure Headway (Hd)5.543 5.546 5.492 6.12 5.288 Convergence, Y/N Yes Yes Yes Yes Yes Cap 647 647 652 587 677 Service Time 3.588 3.591 3.542 3.865 3.032 HCM Lane V/C Ratio 0.348 0.365 0.258 0.254 0.154 HCM Control Delay 11.5 11.8 10.4 11 9 HCM Lane LOS BBBBA HCM 95th-tile Q 1.5 1.7 1 1 0.5 6.1-74 Lanes, Volumes, Timings Existing + Project PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)4 51 8 26 42 25 8 158 35 33 156 7 Future Volume (vph)4 51 8 26 42 25 8 158 35 33 156 7 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-75 HCM 6th AWSC Existing + Project PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 51 8 26 42 25 8 158 35 33 156 7 Future Vol, veh/h 4 51 8 26 42 25 8 158 35 33 156 7 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 5 59 9 30 48 29 9 182 40 38 179 8 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 9.1 10 10.9 9.4 HCM LOS A A B A Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 28% 100% 0% 0% Vol Thru, %0% 82% 0% 100% 0% 45% 0% 100% 88% Vol Right, %0% 18% 0% 0% 100% 27% 0% 0% 12% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 8 193 4 51 8 93 33 104 59 LT Vol 80400263300 Through Vol 0 158 0 51 0 42 0 104 52 RT Vol 0 35 0 0 8 25 0 0 7 Lane Flow Rate 9 222 5 59 9 107 38 120 68 Geometry Grp 887778888 Degree of Util (X) 0.015 0.335 0.008 0.096 0.013 0.179 0.065 0.189 0.105 Departure Headway (Hd) 6.166 5.536 6.418 5.915 5.21 6.013 6.186 5.682 5.599 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 584 654 560 608 689 600 583 636 644 Service Time 3.866 3.236 4.132 3.628 2.924 3.724 3.886 3.382 3.299 HCM Lane V/C Ratio 0.015 0.339 0.009 0.097 0.013 0.178 0.065 0.189 0.106 HCM Control Delay 9 11 9.2 9.3 8 10 9.3 9.7 9 HCM Lane LOS ABAAAAAAA HCM 95th-tile Q 0 1.5 0 0.3 0 0.6 0.2 0.7 0.4 6.1-76 Lanes, Volumes, Timings Existing + Project PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)54 195 30 7 104 37 19 209 26 69 142 26 Future Volume (vph)54 195 30 7 104 37 19 209 26 69 142 26 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-77 HCM 6th AWSC Existing + Project PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 14.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 54 195 30 7 104 37 19 209 26 69 142 26 Future Vol, veh/h 54 195 30 7 104 37 19 209 26 69 142 26 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 59 214 33 8 114 41 21 230 29 76 156 29 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 13.8 13 16.2 14.1 HCM LOS B B C B Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %7% 100% 0% 5% 33% 0% Vol Thru, %82% 0% 87% 70% 67% 0% Vol Right, % 10% 0% 13% 25% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 254 54 225 148 211 26 LT Vol 19 54 0 7 69 0 Through Vol 209 0 195 104 142 0 RT Vol 26 0 30 37 0 26 Lane Flow Rate 279 59 247 163 232 29 Geometry Grp 677677 Degree of Util (X) 0.505 0.117 0.445 0.311 0.439 0.046 Departure Headway (Hd)6.621 7.192 6.587 6.886 6.812 5.833 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 547 501 551 524 531 607 Service Time 4.621 4.892 4.287 4.9 4.512 3.632 HCM Lane V/C Ratio 0.51 0.118 0.448 0.311 0.437 0.048 HCM Control Delay 16.2 10.8 14.5 13 14.7 8.9 HCM Lane LOS C BBBBA HCM 95th-tile Q 2.8 0.4 2.3 1.3 2.2 0.1 6.1-78 Lanes, Volumes, Timings Existing + Project PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)72 299 37 12 222 79 24 254 31 97 193 55 Future Volume (vph)72 299 37 12 222 79 24 254 31 97 193 55 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-79 HCM 6th AWSC Existing + Project PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 38 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 72 299 37 12 222 79 24 254 31 97 193 55 Future Vol, veh/h 72 299 37 12 222 79 24 254 31 97 193 55 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 85 352 44 14 261 93 28 299 36 114 227 65 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 50.1 21.3 62.5 16.9 HCM LOS F C F C Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %8% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %82% 0% 100% 0% 0% 100% 48% 0% 100% 54% Vol Right, %10% 0% 0% 100% 0% 0% 52% 0% 0% 46% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 309 72 299 37 12 148 153 97 129 119 LT Vol 24 72 0 0 12 0 0 97 0 0 Through Vol 254 0 299 0 0 148 74 0 129 64 RT Vol 31 0 0 37 0 0 79 0 0 55 Lane Flow Rate 364 85 352 44 14 174 180 114 151 140 Geometry Grp 8888888777 Degree of Util (X) 0.939 0.238 0.935 0.107 0.041 0.486 0.483 0.308 0.387 0.346 Departure Headway (Hd) 9.29510.094 9.57 8.83710.57510.047 9.666 9.72 9.199 8.864 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 393 356 380 405 338 359 373 371 392 407 Service Time 7.013 7.859 7.334 6.6 8.347 7.819 7.437 7.444 6.923 6.587 HCM Lane V/C Ratio 0.926 0.239 0.926 0.109 0.041 0.485 0.483 0.307 0.385 0.344 HCM Control Delay 62.5 16 63 12.7 13.8 22 21.2 16.7 17.6 16.2 HCM Lane LOS F C F B B CCCCC HCM 95th-tile Q 10.3 0.9 10 0.4 0.1 2.6 2.5 1.3 1.8 1.5 6.1-80 Lanes, Volumes, Timings Existing + Project PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\102 - E+P PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)72 299 37 12 222 79 24 254 31 97 193 55 Future Volume (vph)72 299 37 12 222 79 24 254 31 97 193 55 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (s)30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 55.5 (93%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.1-81 HCM 6th Signalized Intersection Summary Existing + Project PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\102 - E+P PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 299 37 12 222 79 24 254 31 97 193 55 Future Volume (veh/h) 72 299 37 12 222 79 24 254 31 97 193 55 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 85 352 44 14 261 93 28 299 36 114 227 65 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 508 774 656 404 1471 656 92 641 74 527 1135 317 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 1027 1821 1543 988 3460 1543 65 1509 173 1045 2670 747 Grp Volume(v), veh/h 85 352 44 14 261 93 363 0 0 114 145 147 Grp Sat Flow(s),veh/h/ln 1027 1821 1543 988 1730 1543 1746 0 0 1045 1730 1687 Q Serve(g_s), s 3.4 8.3 1.0 0.6 2.8 2.2 0.0 0.0 0.0 0.0 3.2 3.3 Cycle Q Clear(g_c), s 6.2 8.3 1.0 8.9 2.8 2.2 8.8 0.0 0.0 5.8 3.2 3.3 Prop In Lane 1.00 1.00 1.00 1.00 0.08 0.10 1.00 0.44 Lane Grp Cap(c), veh/h 508 774 656 404 1471 656 807 0 0 527 735 717 V/C Ratio(X) 0.17 0.45 0.07 0.03 0.18 0.14 0.45 0.00 0.00 0.22 0.20 0.20 Avail Cap(c_a), veh/h 508 774 656 404 1471 656 807 0 0 527 735 717 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.6 12.3 10.2 15.5 10.7 10.6 12.4 0.0 0.0 11.6 10.8 10.9 Incr Delay (d2), s/veh 0.7 1.9 0.2 0.2 0.3 0.5 1.8 0.0 0.0 0.9 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 2.8 0.3 0.1 0.8 0.6 3.0 0.0 0.0 0.9 1.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.4 14.2 10.4 15.6 11.0 11.0 14.3 0.0 0.0 12.5 11.4 11.5 LnGrp LOS BBBBBBBAABBB Approach Vol, veh/h 481 368 363 406 Approach Delay, s/veh 13.7 11.2 14.3 11.8 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 10.3 7.8 10.9 10.8 Green Ext Time (p_c), s 2.0 1.8 1.5 1.7 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B 6.1-82 Lanes, Volumes, Timings Existing + Project PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 334 30 26 218 123 24 392 60 127 239 20 Future Volume (vph)37 334 30 26 218 123 24 392 60 127 239 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)24.9 24.9 24.9 24.9 24.9 14.6 11.5 20.5 14.6 23.6 Total Split (%)41.5% 41.5% 41.5% 41.5% 41.5% 24.3% 19.2% 34.2% 24.3% 39.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.1-83 HCM 6th Signalized Intersection Summary Existing + Project PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 334 30 26 218 123 24 392 60 127 239 20 Future Volume (veh/h) 37 334 30 26 218 123 24 392 60 127 239 20 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 41 371 33 29 242 137 27 436 67 141 266 22 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 280 493 418 203 493 594 351 1250 191 198 1058 87 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.20 0.42 0.41 0.11 0.33 0.32 Sat Flow, veh/h 1004 1821 1543 981 1821 1543 1734 3009 460 1734 3237 266 Grp Volume(v), veh/h 41 371 33 29 242 137 27 250 253 141 141 147 Grp Sat Flow(s),veh/h/ln 1004 1821 1543 981 1821 1543 1734 1730 1738 1734 1730 1773 Q Serve(g_s), s 2.1 11.2 1.0 1.7 6.7 3.6 0.8 5.9 6.0 4.7 3.6 3.6 Cycle Q Clear(g_c), s 8.9 11.2 1.0 12.9 6.7 3.6 0.8 5.9 6.0 4.7 3.6 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.15 Lane Grp Cap(c), veh/h 280 493 418 203 493 594 351 719 722 198 565 579 V/C Ratio(X) 0.15 0.75 0.08 0.14 0.49 0.23 0.08 0.35 0.35 0.71 0.25 0.25 Avail Cap(c_a), veh/h 357 634 538 279 634 713 351 719 722 306 565 579 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.1 20.0 16.3 25.9 18.4 12.5 19.4 12.0 12.1 25.6 14.8 14.9 Incr Delay (d2), s/veh 0.2 3.8 0.1 0.3 0.8 0.2 0.1 1.3 1.3 4.7 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 4.4 0.3 0.4 2.4 1.0 0.3 2.0 2.0 1.9 1.3 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.4 23.8 16.4 26.3 19.2 12.7 19.5 13.3 13.4 30.4 15.9 15.9 LnGrp LOS C C B C BBBBBCBB Approach Vol, veh/h 445 408 530 429 Approach Delay, s/veh 23.1 17.5 13.7 20.7 Approach LOS C B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.8 28.9 20.2 16.2 23.6 20.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.1 16.0 20.4 7.0 19.1 20.4 Max Q Clear Time (g_c+I1), s 6.7 8.0 13.2 2.8 5.6 14.9 Green Ext Time (p_c), s 0.1 1.6 1.3 0.0 1.1 0.9 Intersection Summary HCM 6th Ctrl Delay 18.5 HCM 6th LOS B 6.1-84 Lanes, Volumes, Timings Existing + Project PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)36 97 6 0 64 7 8 86 13 5 53 27 Future Volume (vph)36 97 6 0 64 7 8 86 13 5 53 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-85 HCM 6th AWSC Existing + Project PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 97 6 0 64 7 8 86 13 5 53 27 Future Vol, veh/h 36 97 6 0 64 7 8 86 13 5 53 27 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 46 123 8 0 81 9 10 109 16 6 67 34 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9 8.3 8.6 8.3 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %7% 26% 0% 6% Vol Thru, %80% 70% 90% 62% Vol Right, % 12% 4% 10% 32% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 107 139 71 85 LT Vol 8 36 0 5 Through Vol 86 97 64 53 RT Vol 13 6 7 27 Lane Flow Rate 135 176 90 108 Geometry Grp 1111 Degree of Util (X) 0.174 0.226 0.116 0.136 Departure Headway (Hd)4.633 4.633 4.652 4.548 Convergence, Y/N Yes Yes Yes Yes Cap 773 774 769 788 Service Time 2.665 2.666 2.69 2.581 HCM Lane V/C Ratio 0.175 0.227 0.117 0.137 HCM Control Delay 8.6 9 8.3 8.3 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.9 0.4 0.5 6.1-86 Lanes, Volumes, Timings Existing + Project PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0 0 0 76 45 0 Future Volume (vph)0 0 0 76 45 0 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-87 HCM 6th TWSC Existing + Project PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 76 45 0 Future Vol, veh/h 0 0 0 76 45 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 83 49 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 83 0 - 0 42 42 Stage 1 - - - - 42 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1514 - - - 969 1029 Stage 1 - - - - 980 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1514 - - - 969 1029 Mov Cap-2 Maneuver - - - - 969 - Stage 1 - - - - 980 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1514 - - - 969 HCM Lane V/C Ratio ----0.05 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.2 6.1-88 Lanes, Volumes, Timings Existing + Project PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 150 13 45 143 266 213 Future Volume (vph) 150 13 45 143 266 213 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 140 Travel Time (s)13.6 12.0 1.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-89 HCM 6th TWSC Existing + Project PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 150 13 45 143 266 213 Future Vol, veh/h 150 13 45 143 266 213 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 163 14 49 155 289 232 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 581 261 521 0 - 0 Stage 1 405 ----- Stage 2 176 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 445 738 1041 - - - Stage 1 642 ----- Stage 2 837 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 424 738 1041 - - - Mov Cap-2 Maneuver 500 ----- Stage 1 612 ----- Stage 2 837 ----- Approach EB NB SB HCM Control Delay, s 15.2 2.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1041 - 500 738 - - HCM Lane V/C Ratio 0.047 - 0.326 0.019 - - HCM Control Delay (s) 8.6 - 15.6 10 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.1 - 1.4 0.1 - - 6.1-90 Lanes, Volumes, Timings Existing + Project PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 121 8 27 38 23 12 Future Volume (vph) 121 8 27 38 23 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-91 HCM 6th TWSC Existing + Project PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 2.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 121 8 27 38 23 12 Future Vol, veh/h 121 8 27 38 23 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 132 9 29 41 25 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 141 0 216 137 Stage 1 - - - - 137 - Stage 2 - - - - 79 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1441 - 762 911 Stage 1 - - - - 889 - Stage 2 - - - - 935 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1441 - 747 911 Mov Cap-2 Maneuver - - - - 746 - Stage 1 - - - - 871 - Stage 2 - - - - 935 - Approach EB WB NB HCM Control Delay, s 0 3.1 9.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)795 - - 1441 - HCM Lane V/C Ratio 0.048 - - 0.02 - HCM Control Delay (s) 9.8 - - 7.5 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.2 - - 0.1 - 6.1-92 Lanes, Volumes, Timings Existing + Project PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 118 15 0 65 0 15 Future Volume (vph) 118 15 0 65 0 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-93 HCM 6th TWSC Existing + Project PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 118 15 0 65 0 15 Future Vol, veh/h 118 15 0 65 0 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 128 16 0 71 0 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 136 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 912 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----912 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)912 - - - HCM Lane V/C Ratio 0.018 - - - HCM Control Delay (s) 9 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0.1 - - - 6.1-94 Lanes, Volumes, Timings Existing + Project PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 29 0 293 450 29 Future Volume (vph)0 29 0 293 450 29 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 254 288 Travel Time (s)5.7 3.5 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.1-95 HCM 6th TWSC Existing + Project PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\02 - E+P PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 29 0 293 450 29 Future Vol, veh/h 0 29 0 293 450 29 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 32 0 318 489 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 261 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 738 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 738 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 10.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 738 - - HCM Lane V/C Ratio - 0.043 - - HCM Control Delay (s) - 10.1 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.1 - - 6.1-96 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx      APPENDIX 6.2:    E+P CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS  The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank     California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT AM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =619 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 58 High Volume Approach (VPH) =105 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane619105 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\01R_AM.xls\Fig 4C-4 (Rural Peak) 6.2-1 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =765 Number of Approach Lanes Major Street =3 Minor Street Name =Avenue 58 High Volume Approach (VPH) =167 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane765167 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\01R_PM.xls\Fig 4C-4 (Rural Peak) 6.2-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =196 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =120 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\10R_AM.xls\Fig 4C-4 (Rural Peak) 6.2-3 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =207 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =153 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\10R_PM.xls\Fig 4C-4 (Rural Peak) 6.2-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =214 Number of Approach Lanes Major Street =1 Minor Street Name =Monroe St.High Volume Approach (VPH) =97 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\11R_AM.xls\Fig 4C-4 (Rural Peak) 6.2-5 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT PM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =236 Number of Approach Lanes Major Street =1 Minor Street Name =Monroe St.High Volume Approach (VPH) =99 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\11R_PM.xls\Fig 4C-4 (Rural Peak) 6.2-6 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT AM PEAK HOUR WARRANTS Major Street Name =Avenue 58 Total of Both Approaches (VPH) =239 Number of Approach Lanes Major Street =1 Minor Street Name =Monroe St.High Volume Approach (VPH) =137 Number of Approach Lanes Minor Street =1 Intersection ID: #12 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\12R_AM.xls\Fig 4C-4 (Rural Peak) 6.2-7 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =359 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 58 High Volume Approach (VPH) =177 Number of Approach Lanes Minor Street =1 Intersection ID: #12 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane359177 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\12R_PM.xls\Fig 4C-4 (Rural Peak) 6.2-8 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =277 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =67 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\13R_AM.xls\Fig 4C-4 (Rural Peak) 6.2-9 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =397 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =93 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane39793 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\13R_PM.xls\Fig 4C-4 (Rural Peak) 6.2-10 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT AM PEAK HOUR WARRANTS Major Street Name =58th Avenue Total of Both Approaches (VPH) =133 Number of Approach Lanes Major Street =1 Minor Street Name =Jackson St.High Volume Approach (VPH) =88 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\17R_AM.xls\Fig 4C-4 (Rural Peak) 6.2-11 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EXISTING + PROJECT PM PEAK HOUR WARRANTS Major Street Name =58th Avenue Total of Both Approaches (VPH) =210 Number of Approach Lanes Major Street =1 Minor Street Name =Jackson St.High Volume Approach (VPH) =107 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\02 - E+P\17R_PM.xls\Fig 4C-4 (Rural Peak) 6.2-12 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Avenue 60 Critical Approach Speed (Major) 30 mph Minor Street:S. Access Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =654 vpd Minor Street Future ADT =606 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 654 1 606 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 654 1 606 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 8% 5% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. P XX ADT E+P JC 10/08/19 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EP_18 6.2-13 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Madison St.Critical Approach Speed (Major) 50 mph Minor Street:Main Access Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =6,614 vpd Minor Street Future ADT =2,186 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +6,614 1 2,186 9,600 6,720 2,400 1,680 * 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +6,614 1 2,186 14,400 10,080 1,200 850 * 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 98% 66% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. P XX ADT E+P JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EP_19 6.2-14 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Avenue 58 Critical Approach Speed (Major) 50 mph Minor Street:Project Access 1 Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =2,204 vpd Minor Street Future ADT =458 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +2,204 1 458 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +2,204 1 458 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 27% 22% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. P XX ADT E+P JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EP_20 6.2-15 This Page Intentionally Left Blank 6.2-16 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 6.3:    EA WITHOUT AND WITH PROJECT CONDITIONS   INTERSECTION OPERATIONS ANALYSIS WORKSHEETS  The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank     The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITHOUT PROJECT CONDITIONS   6.3-1 This Page Intentionally Left Blank 6.3-2 Lanes, Volumes, Timings EA (2026) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 15 2 3 39 66 4 188 2 93 211 44 Future Volume (vph)44 15 2 3 39 66 4 188 2 93 211 44 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-3 HCM 6th AWSC EA AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 15 2 3 39 66 4 188 2 93 211 44 Future Vol, veh/h 44 15 2 3 39 66 4 188 2 93 211 44 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 47 16 2 3 41 70 4 200 2 99 224 47 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 10 9.3 9.9 9.7 HCM LOS AAAA Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 97% 0% 100% 0% 0% 100% 16% 0% 100% Vol Right, %0% 0% 3% 0% 0% 100% 0% 0% 84% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 4 125 65 44 15 2 3 26 79 93 141 LT Vol 4004400300930 Through Vol 0 125 63 0 15 0 0 26 13 0 141 RT Vol 002002006600 Lane Flow Rate 4 133 69 47 16 2 3 28 84 99 150 Geometry Grp 88888888888 Degree of Util (X) 0.008 0.218 0.112 0.089 0.028 0.003 0.006 0.048 0.133 0.168 0.233 Departure Headway (Hd)6.376 5.876 5.855 6.856 6.356 5.656 6.768 6.268 5.683 6.102 5.602 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 563 612 614 523 564 633 530 572 632 592 645 Service Time 4.099 3.599 3.577 4.588 4.088 3.388 4.496 3.996 3.411 3.802 3.302 HCM Lane V/C Ratio 0.007 0.217 0.112 0.09 0.028 0.003 0.006 0.049 0.133 0.167 0.233 HCM Control Delay 9.2 10.2 9.3 10.3 9.3 8.4 9.5 9.3 9.3 10 10 HCM Lane LOS ABABAAAAAAA HCM 95th-tile Q 0 0.8 0.4 0.3 0.1 0 0 0.2 0.5 0.6 0.9 6.3-4 Lanes, Volumes, Timings EA (2026) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)24 84 1 283 16 128 356 Future Volume (vph)24 84 1 283 16 128 356 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 3 2 Detector Phase 3352216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)17.0 17.0 13.0 27.0 27.0 16.0 30.0 Total Split (%)28.3% 28.3% 21.7% 45.0% 45.0% 26.7% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 16 (27%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.3-5 HCM 6th Signalized Intersection Summary EA (2026) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 24 84 1 283 16 128 356 Future Volume (veh/h) 24 84 1 283 16 128 356 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 28 97 325 18 147 409 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 192 170 1987 886 200 2617 Arrive On Green 0.11 0.11 0.64 0.64 0.13 0.84 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 28 97 325 18 147 409 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 0.9 3.6 2.3 0.3 4.9 1.3 Cycle Q Clear(g_c), s 0.9 3.6 2.3 0.3 4.9 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 192 170 1987 886 200 2617 V/C Ratio(X) 0.15 0.57 0.16 0.02 0.73 0.16 Avail Cap(c_a), veh/h 376 334 1987 886 347 2617 HCM Platoon Ratio 1.00 1.00 1.11 1.11 1.11 1.11 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.1 25.3 5.0 4.7 25.3 1.3 Incr Delay (d2), s/veh 0.3 3.0 0.2 0.0 5.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.3 0.5 0.1 2.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.5 28.3 5.2 4.7 30.4 1.4 LnGrp LOS C C A A C A Approach Vol, veh/h 125 343 556 Approach Delay, s/veh 27.4 5.2 9.1 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.9 38.5 49.4 10.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 22.5 25.5 12.5 Max Q Clear Time (g_c+I1), s 6.9 4.3 3.3 5.6 Green Ext Time (p_c), s 0.1 1.7 2.3 0.2 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. 6.3-6 Lanes, Volumes, Timings EA (2026) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 222 361 42 166 44 212 217 29 70 206 20 Future Volume (vph)19 222 361 42 166 44 212 217 29 70 206 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-7 HCM 6th AWSC EA AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh41.4 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 222 361 42 166 44 212 217 29 70 206 20 Future Vol, veh/h 19 222 361 42 166 44 212 217 29 70 206 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 21 249 406 47 187 49 238 244 33 79 231 22 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 79.1 16.2 21.4 17 HCM LOS F C C C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 71% 0% 100% 17% 0% 100% 56% 0% 100% 77% Vol Right, %0% 0% 29% 0% 0% 83% 0% 0% 44% 0% 0% 23% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 212 145 101 19 148 435 42 111 99 70 137 89 LT Vol 212 0 0 19 0 0 42 0 0 70 0 0 Through Vol 0 145 72 0 148 74 0 111 55 0 137 69 RT Vol 0 0 29 0 0 361 0 0 44 0 0 20 Lane Flow Rate 238 163 114 21 166 489 47 124 112 79 154 100 Geometry Grp 888888888888 Degree of Util (X) 0.622 0.402 0.276 0.055 0.404 1.107 0.132 0.331 0.288 0.216 0.403 0.256 Departure Headway (Hd) 9.636 9.136 8.936 9.237 8.737 8.156 10.26 9.76 9.4510.142 9.642 9.484 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 376 397 404 390 414 450 352 371 383 356 375 382 Service Time 7.336 6.836 6.636 6.937 6.437 5.856 7.96 7.46 7.15 7.842 7.342 7.184 HCM Lane V/C Ratio 0.633 0.411 0.282 0.054 0.401 1.087 0.134 0.334 0.292 0.222 0.411 0.262 HCM Control Delay 26.9 17.8 15 12.5 17.2 103.1 14.5 17.2 15.9 15.6 18.7 15.4 HCM Lane LOS D C B B C F B C C C C C HCM 95th-tile Q 4 1.9 1.1 0.2 1.9 16.8 0.5 1.4 1.2 0.8 1.9 1 6.3-8 Lanes, Volumes, Timings EA AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 222 361 42 166 44 212 217 29 70 206 20 Future Volume (vph)19 222 361 42 166 44 212 217 29 70 206 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 8 Detector Phase 5 2 16638874 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)9.0 30.5 9.0 30.5 30.5 9.0 30.5 30.5 9.0 30.5 Total Split (s)11.0 46.0 15.0 50.0 50.0 25.0 39.0 39.0 20.0 34.0 Total Split (%)9.2% 38.3% 12.5% 41.7% 41.7% 20.8% 32.5% 32.5% 16.7% 28.3% Yellow Time (s) 3.0 3.5 3.0 3.5 3.5 3.0 3.5 3.5 3.0 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.5 4.0 4.5 4.5 4.0 4.5 4.5 4.0 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 71 (59%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.3-9 HCM 6th Signalized Intersection Summary EA AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 222 361 42 166 44 212 217 29 70 206 20 Future Volume (veh/h) 19 222 361 42 166 44 212 217 29 70 206 20 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 21 249 406 47 187 49 238 244 33 79 231 22 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 36 826 737 60 1699 758 320 995 444 102 802 76 Arrive On Green 0.02 0.48 0.48 0.03 0.49 0.49 0.10 0.29 0.29 0.06 0.25 0.25 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3195 302 Grp Volume(v), veh/h 21 249 406 47 187 49 238 244 33 79 124 129 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1767 Q Serve(g_s), s 1.4 10.5 22.4 3.2 3.5 2.0 8.3 6.5 1.9 5.4 6.9 7.1 Cycle Q Clear(g_c), s 1.4 10.5 22.4 3.2 3.5 2.0 8.3 6.5 1.9 5.4 6.9 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 36 826 737 60 1699 758 320 995 444 102 434 444 V/C Ratio(X) 0.58 0.30 0.55 0.78 0.11 0.06 0.74 0.25 0.07 0.78 0.29 0.29 Avail Cap(c_a), veh/h 101 826 737 159 1699 758 589 995 444 231 434 444 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.2 19.2 22.2 57.4 16.4 16.0 52.9 32.8 31.1 55.7 36.3 36.3 Incr Delay (d2), s/veh 24.6 0.8 2.6 35.4 0.1 0.2 7.1 0.6 0.3 23.0 1.6 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.1 7.9 2.0 1.3 0.7 3.7 2.7 0.7 2.9 3.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 82.8 20.0 24.9 92.9 16.6 16.2 60.0 33.4 31.5 78.7 37.9 38.0 LnGrp LOS F B C F B B E C C E D D Approach Vol, veh/h 676 283 515 332 Approach Delay, s/veh 24.9 29.2 45.5 47.6 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.2 61.8 15.4 34.6 6.5 63.4 11.0 39.0 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 11.0 41.5 21.0 29.5 7.0 45.5 16.0 34.5 Max Q Clear Time (g_c+I1), s 5.2 24.4 10.3 9.1 3.4 5.5 7.4 8.5 Green Ext Time (p_c), s 0.1 3.4 1.2 1.1 0.0 1.2 0.2 1.4 Intersection Summary HCM 6th Ctrl Delay 35.6 HCM 6th LOS D 6.3-10 Lanes, Volumes, Timings EA (2026) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)65 375 37 21 331 72 80 209 10 63 225 60 Future Volume (vph)65 375 37 21 331 72 80 209 10 63 225 60 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 49.0 49.0 16.0 42.0 42.0 18.0 40.0 40.0 15.0 37.0 37.0 Total Split (%)19.2% 40.8% 40.8% 13.3% 35.0% 35.0% 15.0% 33.3% 33.3% 12.5% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.3-11 HCM 6th Signalized Intersection Summary EA (2026) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 375 37 21 331 72 80 209 10 63 225 60 Future Volume (veh/h) 65 375 37 21 331 72 80 209 10 63 225 60 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 75 431 43 24 380 83 92 240 11 72 259 69 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 96 1623 724 56 1543 688 187 1024 457 178 1015 453 Arrive On Green 0.06 0.47 0.47 0.03 0.45 0.45 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 75 431 43 24 380 83 92 240 11 72 259 69 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.1 9.1 1.8 1.6 8.2 3.8 3.2 6.3 0.6 2.5 6.9 4.0 Cycle Q Clear(g_c), s 5.1 9.1 1.8 1.6 8.2 3.8 3.2 6.3 0.6 2.5 6.9 4.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 96 1623 724 56 1543 688 187 1024 457 178 1015 453 V/C Ratio(X) 0.78 0.27 0.06 0.43 0.25 0.12 0.49 0.23 0.02 0.40 0.26 0.15 Avail Cap(c_a), veh/h 267 1623 724 166 1543 688 379 1024 457 294 1015 453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 19.3 17.4 57.0 20.7 19.5 55.0 32.0 30.0 55.0 32.4 31.4 Incr Delay (d2), s/veh 12.9 0.4 0.2 5.2 0.4 0.4 2.0 0.5 0.1 1.5 0.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.6 0.6 0.8 3.2 1.3 1.4 2.6 0.2 1.1 2.9 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.9 19.7 17.6 62.2 21.1 19.8 57.0 32.5 30.1 56.4 33.0 32.1 LnGrp LOS EBBECBECCECC Approach Vol, veh/h 549 487 343 400 Approach Delay, s/veh 26.3 22.9 39.0 37.1 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 40.0 8.4 60.8 11.2 39.7 11.1 58.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.5 11.5 44.5 13.5 32.5 18.5 37.5 Max Q Clear Time (g_c+I1), s 4.5 8.3 3.6 11.1 5.2 8.9 7.1 10.2 Green Ext Time (p_c), s 0.1 1.3 0.0 2.9 0.1 1.6 0.1 2.4 Intersection Summary HCM 6th Ctrl Delay 30.2 HCM 6th LOS C 6.3-12 Lanes, Volumes, Timings EA (2026) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)70 324 59 24 336 33 101 241 33 55 284 104 Future Volume (vph)70 324 59 24 336 33 101 241 33 55 284 104 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 47.0 47.0 16.0 41.0 41.0 19.0 42.0 42.0 15.0 38.0 38.0 Total Split (%)18.3% 39.2% 39.2% 13.3% 34.2% 34.2% 15.8% 35.0% 35.0% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.3-13 HCM 6th Signalized Intersection Summary EA (2026) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 324 59 24 336 33 101 241 33 55 284 104 Future Volume (veh/h) 70 324 59 24 336 33 101 241 33 55 284 104 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 71 331 60 24 343 34 103 246 34 56 290 106 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 92 1578 704 56 1506 672 190 1081 482 166 1057 471 Arrive On Green 0.05 0.46 0.46 0.03 0.44 0.44 0.06 0.31 0.31 0.05 0.31 0.31 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 71 331 60 24 343 34 103 246 34 56 290 106 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 4.9 6.9 2.6 1.6 7.5 1.5 3.6 6.3 1.9 1.9 7.6 6.1 Cycle Q Clear(g_c), s 4.9 6.9 2.6 1.6 7.5 1.5 3.6 6.3 1.9 1.9 7.6 6.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 92 1578 704 56 1506 672 190 1081 482 166 1057 471 V/C Ratio(X) 0.77 0.21 0.09 0.43 0.23 0.05 0.54 0.23 0.07 0.34 0.27 0.22 Avail Cap(c_a), veh/h 253 1578 704 166 1506 672 407 1081 482 294 1057 471 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 19.6 18.5 57.0 21.2 19.6 55.1 30.5 29.0 55.1 31.6 31.1 Incr Delay (d2), s/veh 12.9 0.3 0.2 5.2 0.4 0.1 2.4 0.5 0.3 1.2 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.7 0.9 0.8 2.9 0.5 1.5 2.6 0.7 0.8 3.2 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.0 19.9 18.7 62.2 21.6 19.7 57.5 31.0 29.3 56.3 32.2 32.2 LnGrp LOS EBBECBECCECC Approach Vol, veh/h 462 401 383 452 Approach Delay, s/veh 27.3 23.9 38.0 35.2 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.4 59.2 11.3 41.1 10.8 56.7 10.4 42.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 42.5 14.5 33.5 17.5 36.5 10.5 37.5 Max Q Clear Time (g_c+I1), s 3.6 8.9 5.6 9.6 6.9 9.5 3.9 8.3 Green Ext Time (p_c), s 0.0 2.2 0.2 1.9 0.1 2.1 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 31.0 HCM 6th LOS C 6.3-14 Lanes, Volumes, Timings EA (2026) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 42 7 331 5 121 27 545 146 27 Future Volume (vph)8 10 13 42 7 331 5 121 27 545 146 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-15 HCM 6th AWSC EA AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh66.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 42 7 331 5 121 27 545 146 27 Future Vol, veh/h 8 10 13 42 7 331 5 121 27 545 146 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 47 8 368 6 134 30 606 162 30 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 11.8 22.3 12.4 103.2 HCM LOS B C B F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %8% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %92% 69% 0% 100% 20% 0% 100% 0% 0% 100% 64% Vol Right, %0% 31% 0% 0% 80% 0% 0% 100% 0% 0% 36% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 66 88 8 7 16 42 7 331 545 97 76 LT Vol 50800420054500 Through Vol 61 61 07307009749 RT Vol 0 27 0 0 13 0 0 331 0 0 27 Lane Flow Rate 73 97 9 7 18 47 8 368 606 108 84 Geometry Grp 88888888888 Degree of Util (X) 0.159 0.205 0.022 0.017 0.04 0.102 0.016 0.684 1.202 0.2 0.149 Departure Headway (Hd) 8.084 7.83 9.491 8.978 8.406 8.327 7.82 7.109 7.148 6.647 6.397 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 446 461 379 401 428 433 460 511 509 540 560 Service Time 5.784 5.53 7.191 6.678 6.106 6.027 5.52 4.809 4.896 4.395 4.145 HCM Lane V/C Ratio 0.164 0.21 0.024 0.017 0.042 0.109 0.017 0.72 1.191 0.2 0.15 HCM Control Delay 12.3 12.5 12.4 11.8 11.5 12 10.6 23.8 132.5 11.1 10.3 HCM Lane LOS BBBBBBBCFBB HCM 95th-tile Q 0.6 0.8 0.1 0.1 0.1 0.3 0 5.2 22.6 0.7 0.5 6.3-16 Lanes, Volumes, Timings EA AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 42 7 331 5 121 27 545 146 27 Future Volume (vph)8 10 13 42 7 331 5 121 27 545 146 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm Protected Phases 2 6488 44 Permitted Phases 2 6 6 4 Detector Phase 2 2 66488 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)37.0 37.0 37.0 37.0 50.0 33.0 33.0 50.0 50.0 50.0 Total Split (%)30.8% 30.8% 30.8% 30.8% 41.7% 27.5% 27.5% 41.7% 41.7% 41.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84.5 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.3-17 HCM 6th Signalized Intersection Summary EA AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 42 7 331 5 121 27 545 146 27 Future Volume (veh/h) 8 10 13 42 7 331 5 121 27 545 146 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 47 8 368 6 134 30 606 162 30 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 329 469 418 426 493 1003 29 656 152 1276 1312 585 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.24 0.24 0.24 0.40 0.40 0.40 Sat Flow, veh/h 1007 1730 1543 1386 1821 1543 121 2761 639 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 47 8 368 90 0 80 606 162 30 Grp Sat Flow(s),veh/h/ln 1007 1730 1543 1386 1821 1543 1815 0 1706 1682 1730 1543 Q Serve(g_s), s 0.8 0.6 0.8 3.1 0.4 13.2 4.8 0.0 4.5 16.0 3.6 1.4 Cycle Q Clear(g_c), s 1.2 0.6 0.8 3.9 0.4 13.2 4.8 0.0 4.5 16.0 3.6 1.4 Prop In Lane 1.00 1.00 1.00 1.00 0.07 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 329 469 418 426 493 1003 431 0 405 1276 1312 585 V/C Ratio(X) 0.03 0.02 0.03 0.11 0.02 0.37 0.21 0.00 0.20 0.47 0.12 0.05 Avail Cap(c_a), veh/h 329 469 418 426 493 1003 431 0 405 1276 1312 585 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 Upstream Filter(I)1.00 1.00 1.00 0.94 0.94 0.94 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 32.1 32.2 33.6 32.0 9.7 36.7 0.0 36.6 27.2 23.5 22.9 Incr Delay (d2), s/veh 0.2 0.1 0.1 0.1 0.0 0.2 1.1 0.0 1.1 1.3 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.3 1.0 0.2 9.9 2.2 0.0 1.9 6.2 1.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.6 32.2 32.3 33.7 32.1 9.9 37.8 0.0 37.7 28.5 23.7 23.0 LnGrp LOS CCCCCADADCCC Approach Vol, veh/h 34 423 170 798 Approach Delay, s/veh 32.4 12.9 37.7 27.3 Approach LOS C B D C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 37.0 50.0 37.0 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 45.5 32.5 28.5 Max Q Clear Time (g_c+I1), s 3.2 18.0 15.2 6.8 Green Ext Time (p_c), s 0.1 3.2 1.3 0.7 Intersection Summary HCM 6th Ctrl Delay 24.4 HCM 6th LOS C 6.3-18 Lanes, Volumes, Timings EA (2026) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 103 335 303 10 282 277 200 292 22 186 455 70 Future Volume (vph) 103 335 303 10 282 277 200 292 22 186 455 70 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.3-19 HCM 6th Roundabout EA (2026) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 18.5 Intersection LOS C Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 797 612 553 764 Demand Flow Rate, veh/h 813 624 563 779 Vehicles Circulating, veh/h 714 652 684 539 Vehicles Exiting, veh/h 528 571 510 433 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 13.0 6.0 24.8 29.7 Approach LOS B A C D Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 333 4.976 304 4.976 24 4.976 76 Entry Flow, veh/h 480 1887 320 1887 539 1887 703 1887 Cap Entry Lane, veh/h 666 0.980 710 0.980 687 0.980 796 0.980 Entry HV Adj Factor 0.981 326 0.981 298 0.981 24 0.980 75 Flow Entry, veh/h 471 1850 314 1850 529 1850 689 1850 Cap Entry, veh/h 653 0.176 696 0.161 674 0.013 781 0.041 V/C Ratio 0.721 0.0 0.451 0.0 0.785 0.0 0.883 0.0 Control Delay, s/veh 22.0 A 11.6 A 25.9 A 32.9 A LOS C1B1D0D0 95th %tile Queue, veh 6 2 8 11 6.3-20 Lanes, Volumes, Timings EA (2026) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 12411213624133772346 Future Volume (vph)31 12411213624133772346 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)59.0 59.0 59.0 59.0 59.0 59.0 20.0 41.0 20.0 41.0 Total Split (%)49.2% 49.2% 49.2% 49.2% 49.2% 49.2% 16.7% 34.2% 16.7% 34.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 90 (75%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.3-21 HCM 6th Signalized Intersection Summary EA (2026) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 12411213624133772346 Future Volume (veh/h) 31 12411213624133772346 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 33 12411314671144077749 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 60 1 144 54 8 144 65 3360 70 128 3378 212 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.04 0.67 0.67 0.10 0.94 0.94 Sat Flow, veh/h 6 10 1543 4 82 1543 1734 5012 104 1734 4781 300 Grp Volume(v), veh/h 34 0250131444324240538288 Grp Sat Flow(s),veh/h/ln 16 0 1543 86 0 1543 1734 1657 1802 1734 1657 1767 Q Serve(g_s), s 0.1 0.0 0.1 0.0 0.0 0.9 0.9 6.1 6.1 2.6 1.5 1.5 Cycle Q Clear(g_c), s 11.2 0.0 0.1 11.2 0.0 0.9 0.9 6.1 6.1 2.6 1.5 1.5 Prop In Lane 0.97 1.00 0.80 1.00 1.00 0.06 1.00 0.17 Lane Grp Cap(c), veh/h 61 0 144 62 0 144 65 2222 1208 128 2342 1249 V/C Ratio(X) 0.56 0.00 0.01 0.08 0.00 0.09 0.22 0.20 0.20 0.31 0.23 0.23 Avail Cap(c_a), veh/h 551 0 682 577 0 682 202 2222 1208 202 2342 1249 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 Uniform Delay (d), s/veh 59.7 0.0 49.4 49.9 0.0 49.7 56.1 7.5 7.5 51.3 1.1 1.1 Incr Delay (d2), s/veh 16.2 0.0 0.1 1.2 0.0 0.6 3.5 0.2 0.4 2.4 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.1 0.2 0.0 0.4 0.5 1.8 2.1 1.2 0.4 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.9 0.0 49.4 51.1 0.0 50.3 59.6 7.7 7.9 53.7 1.3 1.5 LnGrp LOS E A D D A D E A A D A A Approach Vol, veh/h 36 18 699 866 Approach Delay, s/veh 74.4 50.5 8.8 3.8 Approach LOS E D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.8 87.9 17.3 10.5 92.3 17.3 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 33.5 53.0 14.0 33.5 53.0 Max Q Clear Time (g_c+I1), s 4.6 8.1 13.2 2.9 3.5 13.2 Green Ext Time (p_c), s 0.1 7.5 0.3 0.0 10.0 0.1 Intersection Summary HCM 6th Ctrl Delay 8.0 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. 6.3-22 Lanes, Volumes, Timings EA (2026) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 213 290 49 77 303 202 68 551 48 121 672 338 Future Volume (vph) 213 290 49 77 303 202 68 551 48 121 672 338 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.3-23 HCM 6th Signalized Intersection Summary EA (2026) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 213 290 49 77 303 202 68 551 48 121 672 338 Future Volume (veh/h) 213 290 49 77 303 202 68 551 48 121 672 338 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 217 296 50 79 309 206 69 562 49 123 686 345 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 242 1162 518 161 526 446 156 1233 383 331 1275 396 Arrive On Green 0.14 0.34 0.34 0.09 0.29 0.29 0.03 0.08 0.08 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 217 296 50 79 309 206 69 562 49 123 686 345 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 14.8 7.5 2.7 5.2 17.4 13.1 4.7 12.9 3.5 4.1 14.3 25.7 Cycle Q Clear(g_c), s 14.8 7.5 2.7 5.2 17.4 13.1 4.7 12.9 3.5 4.1 14.3 25.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 242 1162 518 161 526 446 156 1233 383 331 1275 396 V/C Ratio(X) 0.90 0.25 0.10 0.49 0.59 0.46 0.44 0.46 0.13 0.37 0.54 0.87 Avail Cap(c_a), veh/h 246 1162 518 173 526 446 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.7 28.9 27.4 51.7 36.5 35.0 55.3 47.4 43.1 50.6 38.5 42.7 Incr Delay (d2), s/veh 30.8 0.5 0.4 0.9 4.7 3.4 0.7 0.4 0.2 0.3 0.5 17.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 3.1 1.0 2.2 8.2 5.2 2.1 5.6 1.4 1.7 5.6 11.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.6 29.5 27.7 52.6 41.3 38.4 56.0 47.7 43.3 50.9 39.0 60.3 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 563 594 680 1154 Approach Delay, s/veh 49.4 41.8 48.3 46.6 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.8 37.3 17.1 47.8 16.8 38.3 22.8 42.2 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 6.1 14.9 7.2 9.5 6.7 27.7 16.8 19.4 Green Ext Time (p_c), s 0.1 4.5 0.0 3.6 0.0 3.1 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 46.6 HCM 6th LOS D 6.3-24 Lanes, Volumes, Timings EA (2026) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)7 7 9 124 139 9 Future Volume (vph)7 7 9 124 139 9 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-25 HCM 6th AWSC EA (2026) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 7 7 9 124 139 9 Future Vol, veh/h 7 7 9 124 139 9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 8 8 11 149 167 11 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.3 8 9.8 HCM LOS A A A Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %50% 0% 0% 100% 0% Vol Thru, %50% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 14 9 124 139 9 LT Vol 7 0 0 139 0 Through Vol 79000 RT Vol 0 0 124 0 9 Lane Flow Rate 17 11 149 167 11 Geometry Grp 47777 Degree of Util (X) 0.024 0.015 0.181 0.254 0.013 Departure Headway (Hd)5.114 5.056 4.353 5.455 4.252 Convergence, Y/N Yes Yes Yes Yes Yes Cap 701 710 826 663 847 Service Time 3.136 2.77 2.067 3.155 1.952 HCM Lane V/C Ratio 0.024 0.015 0.18 0.252 0.013 HCM Control Delay 8.3 7.8 8 10 7 HCM Lane LOS AAAAA HCM 95th-tile Q 0.1 0 0.7 1 0 6.3-26 Lanes, Volumes, Timings EA (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 52 111 4 51 26 93 74 2 25 71 50 Future Volume (vph)28 52 111 4 51 26 93 74 2 25 71 50 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-27 HCM 6th AWSC EA (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 52 111 4 51 26 93 74 2 25 71 50 Future Vol, veh/h 28 52 111 4 51 26 93 74 2 25 71 50 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 31 57 122 4 56 29 102 81 2 27 78 55 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 9.3 9.6 10.1 9.1 HCM LOS AABA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 35% 0% 5% 100% 0% 0% Vol Thru, %0% 97% 65% 0% 63% 0% 100% 0% Vol Right, %0% 3% 0% 100% 32% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 93 76 80 111 81 25 71 50 LT Vol 93 0 28 0 4 25 0 0 Through Vol 0 74 52 0 51 0 71 0 RT Vol 0 2 0 111 26 0 0 50 Lane Flow Rate 102 84 88 122 89 27 78 55 Geometry Grp 88888888 Degree of Util (X) 0.18 0.135 0.147 0.174 0.145 0.049 0.128 0.08 Departure Headway (Hd)6.354 5.83 6.027 5.149 5.879 6.433 5.928 5.221 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 566 616 599 701 611 558 606 687 Service Time 4.079 3.554 3.727 2.849 3.607 4.158 3.652 2.945 HCM Lane V/C Ratio 0.18 0.136 0.147 0.174 0.146 0.048 0.129 0.08 HCM Control Delay 10.5 9.5 9.8 8.9 9.6 9.5 9.5 8.4 HCM Lane LOS BAAAAAAA HCM 95th-tile Q 0.7 0.5 0.5 0.6 0.5 0.2 0.4 0.3 6.3-28 Lanes, Volumes, Timings EA (2026) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)23 61 32 18 41 41 25 101 13 31 162 32 Future Volume (vph)23 61 32 18 41 41 25 101 13 31 162 32 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-29 HCM 6th AWSC EA (2026) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 61 32 18 41 41 25 101 13 31 162 32 Future Vol, veh/h 23 61 32 18 41 41 25 101 13 31 162 32 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 27 73 38 21 49 49 30 120 15 37 193 38 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 9.4 9.1 9.6 10.5 HCM LOS AAAB Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %18% 20% 18% 16% 0% Vol Thru, %73% 53% 41% 84% 0% Vol Right, % 9% 28% 41% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 139 116 100 193 32 LT Vol 25 23 18 31 0 Through Vol 101 61 41 162 0 RT Vol 13 32 41 0 32 Lane Flow Rate 165 138 119 230 38 Geometry Grp 52277 Degree of Util (X) 0.23 0.194 0.165 0.345 0.049 Departure Headway (Hd)5.001 5.046 4.992 5.412 4.625 Convergence, Y/N Yes Yes Yes Yes Yes Cap 712 704 712 659 767 Service Time 3.083 3.123 3.072 3.186 2.399 HCM Lane V/C Ratio 0.232 0.196 0.167 0.349 0.05 HCM Control Delay 9.6 9.4 9.1 11 7.6 HCM Lane LOS AAABA HCM 95th-tile Q 0.9 0.7 0.6 1.5 0.2 6.3-30 Lanes, Volumes, Timings EA AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)23 61 32 18 41 41 25 101 13 31 162 32 Future Volume (vph)23 61 32 18 41 41 25 101 13 31 162 32 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)52.0 52.0 52.0 52.0 68.0 68.0 68.0 68.0 68.0 Total Split (%)43.3% 43.3% 43.3% 43.3% 56.7% 56.7% 56.7% 56.7% 56.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 119.5 (100%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.3-31 HCM 6th Signalized Intersection Summary EA AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 61 32 18 41 41 25 101 13 31 162 32 Future Volume (veh/h) 23 61 32 18 41 41 25 101 13 31 162 32 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 27 73 38 21 49 49 30 120 15 37 193 38 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %222222222222 Cap, veh/h 60 100 47 55 80 70 256 1006 123 236 1208 1272 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.82 0.82 0.82 0.82 0.82 0.82 Sat Flow, veh/h 235 991 466 194 790 689 268 1221 149 244 1466 1543 Grp Volume(v), veh/h 138 0 0 119 0 0 165 0 0 230 0 38 Grp Sat Flow(s),veh/h/ln 1693 0 0 1672 0 0 1638 0 0 1711 0 1543 Q Serve(g_s), s 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 Cycle Q Clear(g_c), s 9.4 0.0 0.0 8.1 0.0 0.0 2.1 0.0 0.0 3.1 0.0 0.5 Prop In Lane 0.20 0.28 0.18 0.41 0.18 0.09 0.16 1.00 Lane Grp Cap(c), veh/h 207 0 0 204 0 0 1385 0 0 1444 0 1272 V/C Ratio(X) 0.67 0.00 0.00 0.58 0.00 0.00 0.12 0.00 0.00 0.16 0.00 0.03 Avail Cap(c_a), veh/h 683 0 0 672 0 0 1385 0 0 1444 0 1272 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.7 0.0 0.0 52.1 0.0 0.0 2.0 0.0 0.0 2.1 0.0 1.9 Incr Delay (d2), s/veh 3.7 0.0 0.0 2.6 0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 0.0 0.0 3.6 0.0 0.0 0.4 0.0 0.0 0.6 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.3 0.0 0.0 54.8 0.0 0.0 2.2 0.0 0.0 2.4 0.0 2.0 LnGrp LOS E A A D AAAAAAAA Approach Vol, veh/h 138 119 165 268 Approach Delay, s/veh 56.3 54.8 2.2 2.3 Approach LOS E D A A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 103.4 16.6 103.4 16.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 63.5 47.5 63.5 47.5 Max Q Clear Time (g_c+I1), s 4.1 11.4 5.1 10.1 Green Ext Time (p_c), s 0.9 0.7 1.4 0.7 Intersection Summary HCM 6th Ctrl Delay 22.1 HCM 6th LOS C 6.3-32 Lanes, Volumes, Timings EA (2026) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 112 13 15 66 34 12 129 11 67 177 13 Future Volume (vph)0 112 13 15 66 34 12 129 11 67 177 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-33 HCM 6th AWSC EA AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh10.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 112 13 15 66 34 12 129 11 67 177 13 Future Vol, veh/h 0 112 13 15 66 34 12 129 11 67 177 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 132 15 18 78 40 14 152 13 79 208 15 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 10.4 10.9 11.3 10.2 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 13% 100% 0% 0% Vol Thru, %0% 92% 100% 100% 0% 57% 0% 100% 82% Vol Right, %0% 8% 0% 0% 100% 30% 0% 0% 18% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 12 140 0 112 13 115 67 118 72 LT Vol 120000156700 Through Vol 0 129 0 112 0 66 0 118 59 RT Vol 0 11 0 0 13 34 0 0 13 Lane Flow Rate 14 165 0 132 15 135 79 139 85 Geometry Grp 887778888 Degree of Util (X) 0.026 0.283 0 0.223 0.023 0.235 0.142 0.23 0.138 Departure Headway (Hd) 6.741 6.178 6.098 6.098 5.393 6.252 6.483 5.977 5.85 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 531 581 0 589 663 574 553 601 613 Service Time 4.482 3.919 3.836 3.836 3.131 3.996 4.22 3.714 3.586 HCM Lane V/C Ratio 0.026 0.284 0 0.224 0.023 0.235 0.143 0.231 0.139 HCM Control Delay 9.7 11.4 8.8 10.6 8.3 10.9 10.3 10.5 9.5 HCM Lane LOS A B N BABBBA HCM 95th-tile Q 0.1 1.2 0 0.8 0.1 0.9 0.5 0.9 0.5 6.3-34 Lanes, Volumes, Timings EA (2026) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 176 35 31 257 52 40 174 12 51 258 108 Future Volume (vph)39 176 35 31 257 52 40 174 12 51 258 108 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-35 HCM 6th AWSC EA (2026) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 50.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 176 35 31 257 52 40 174 12 51 258 108 Future Vol, veh/h 39 176 35 31 257 52 40 174 12 51 258 108 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 48 217 43 38 317 64 49 215 15 63 319 133 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 25.2 85.5 34.3 46.4 HCM LOS D F D E Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %18% 100% 0% 9% 17% 0% Vol Thru, %77% 0% 83% 76% 83% 0% Vol Right, % 5% 0% 17% 15% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 226 39 211 340 309 108 LT Vol 40 39 0 31 51 0 Through Vol 174 0 176 257 258 0 RT Vol 12 0 35 52 0 108 Lane Flow Rate 279 48 260 420 381 133 Geometry Grp 677677 Degree of Util (X) 0.725 0.128 0.647 1.039 0.923 0.293 Departure Headway (Hd)9.646 9.849 9.206 8.91 8.941 8.127 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 377 366 396 416 408 445 Service Time 7.646 7.549 6.906 6.839 6.641 5.827 HCM Lane V/C Ratio 0.74 0.131 0.657 1.01 0.934 0.299 HCM Control Delay 34.3 14 27.3 85.5 57.7 14.2 HCM Lane LOS D B D F F B HCM 95th-tile Q 5.5 0.4 4.4 13.6 10 1.2 6.3-36 Lanes, Volumes, Timings EA AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 176 35 31 257 52 40 174 12 51 258 108 Future Volume (vph)39 176 35 31 257 52 40 174 12 51 258 108 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)61.0 61.0 61.0 61.0 59.0 59.0 59.0 59.0 59.0 Total Split (%)50.8% 50.8% 50.8% 50.8% 49.2% 49.2% 49.2% 49.2% 49.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.3-37 HCM 6th Signalized Intersection Summary EA AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 176 35 31 257 52 40 174 12 51 258 108 Future Volume (veh/h) 39 176 35 31 257 52 40 174 12 51 258 108 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 48 217 43 38 317 64 49 215 15 63 319 133 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, %222222222222 Cap, veh/h 172 440 87 60 366 71 179 763 52 184 908 967 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.63 0.63 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1002 1476 292 91 1225 237 229 1218 82 238 1450 1543 Grp Volume(v), veh/h 48 0 260 419 0 0 279 0 0 382 0 133 Grp Sat Flow(s),veh/h/ln 1002 0 1768 1553 0 0 1530 0 0 1687 0 1543 Q Serve(g_s), s 0.0 0.0 14.5 17.1 0.0 0.0 0.6 0.0 0.0 0.0 0.0 4.2 Cycle Q Clear(g_c), s 16.6 0.0 14.5 31.6 0.0 0.0 12.5 0.0 0.0 11.9 0.0 4.2 Prop In Lane 1.00 0.17 0.09 0.15 0.18 0.05 0.16 1.00 Lane Grp Cap(c), veh/h 172 0 528 496 0 0 994 0 0 1092 0 967 V/C Ratio(X) 0.28 0.00 0.49 0.84 0.00 0.00 0.28 0.00 0.00 0.35 0.00 0.14 Avail Cap(c_a), veh/h 345 0 833 786 0 0 994 0 0 1092 0 967 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.3 0.0 34.6 40.7 0.0 0.0 9.9 0.0 0.0 10.6 0.0 9.2 Incr Delay (d2), s/veh 0.9 0.0 0.7 4.9 0.0 0.0 0.7 0.0 0.0 0.9 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 6.0 11.9 0.0 0.0 3.1 0.0 0.0 4.5 0.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.2 0.0 35.3 45.7 0.0 0.0 10.6 0.0 0.0 11.5 0.0 9.5 LnGrp LOS D A D D AABAABAA Approach Vol, veh/h 308 419 279 515 Approach Delay, s/veh 35.5 45.7 10.6 10.9 Approach LOS D D B B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 79.7 40.3 79.7 40.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 54.5 56.5 54.5 56.5 Max Q Clear Time (g_c+I1), s 14.5 18.6 13.9 33.6 Green Ext Time (p_c), s 1.7 1.6 2.7 2.2 Intersection Summary HCM 6th Ctrl Delay 25.4 HCM 6th LOS C 6.3-38 Lanes, Volumes, Timings EA (2026) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 279 47 20 300 133 47 184 9 110 305 39 Future Volume (vph)84 279 47 20 300 133 47 184 9 110 305 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-39 HCM 6th AWSC EA AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh42.8 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 84 279 47 20 300 133 47 184 9 110 305 39 Future Vol, veh/h 84 279 47 20 300 133 47 184 9 110 305 39 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 101 336 57 24 361 160 57 222 11 133 367 47 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 62.6 38.1 54.2 23.5 HCM LOS F E F C Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %20% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %77% 0% 100% 0% 0% 100% 43% 0% 100% 72% Vol Right, %4% 0% 0% 100% 0% 0% 57% 0% 0% 28% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 240 84 279 47 20 200 233 110 203 141 LT Vol 47 84 0 0 20 0 0 110 0 0 Through Vol 184 0 279 0 0 200 100 0 203 102 RT Vol 9 0 0 47 0 0 133 0 0 39 Lane Flow Rate 289 101 336 57 24 241 281 133 245 169 Geometry Grp 8888888777 Degree of Util (X) 0.863 0.317 1.003 0.157 0.074 0.704 0.789 0.369 0.648 0.439 Departure Headway (Hd) 10.73911.26610.737 9.99611.27710.74710.32310.259 9.735 9.532 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 338 321 340 361 320 340 354 353 372 380 Service Time 8.447 8.972 8.443 7.702 8.977 8.447 8.023 7.959 7.435 7.232 HCM Lane V/C Ratio 0.855 0.315 0.988 0.158 0.075 0.709 0.794 0.377 0.659 0.445 HCM Control Delay 54.2 19.1 83.8 14.6 14.9 35.4 42.5 18.8 28.7 19.5 HCM Lane LOS F C F BBEECDC HCM 95th-tile Q 7.9 1.3 11.3 0.6 0.2 5.1 6.6 1.7 4.4 2.2 6.3-40 Lanes, Volumes, Timings EA AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 279 47 20 300 133 47 184 9 110 305 39 Future Volume (vph)84 279 47 20 300 133 47 184 9 110 305 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)32.0 32.0 32.0 32.0 32.0 32.0 28.0 28.0 28.0 28.0 Total Split (%)53.3% 53.3% 53.3% 53.3% 53.3% 53.3% 46.7% 46.7% 46.7% 46.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.3-41 HCM 6th Signalized Intersection Summary EA AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 279 47 20 300 133 47 184 9 110 305 39 Future Volume (veh/h) 84 279 47 20 300 133 47 184 9 110 305 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 101 336 57 24 361 160 57 222 11 133 367 47 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 468 835 707 453 1586 707 153 533 24 557 1209 154 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow, veh/h 881 1821 1543 991 3460 1543 206 1362 62 1147 3088 393 Grp Volume(v), veh/h 101 336 57 24 361 160 290 0 0 133 204 210 Grp Sat Flow(s),veh/h/ln 881 1821 1543 991 1730 1543 1630 0 0 1147 1730 1750 Q Serve(g_s), s 4.7 7.4 1.2 1.0 3.8 3.8 0.0 0.0 0.0 0.0 4.9 5.0 Cycle Q Clear(g_c), s 8.5 7.4 1.2 8.3 3.8 3.8 7.0 0.0 0.0 5.4 4.9 5.0 Prop In Lane 1.00 1.00 1.00 1.00 0.20 0.04 1.00 0.22 Lane Grp Cap(c), veh/h 468 835 707 453 1586 707 710 0 0 557 678 686 V/C Ratio(X) 0.22 0.40 0.08 0.05 0.23 0.23 0.41 0.00 0.00 0.24 0.30 0.31 Avail Cap(c_a), veh/h 468 835 707 453 1586 707 710 0 0 557 678 686 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.4 10.8 9.1 13.6 9.8 9.8 13.2 0.0 0.0 12.7 12.6 12.6 Incr Delay (d2), s/veh 1.1 1.4 0.2 0.2 0.3 0.7 1.7 0.0 0.0 1.0 1.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.4 0.3 0.2 1.1 1.0 2.5 0.0 0.0 1.1 1.7 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.4 12.2 9.4 13.8 10.2 10.6 15.0 0.0 0.0 13.7 13.7 13.8 LnGrp LOS BBABBBBAABBB Approach Vol, veh/h 494 545 290 547 Approach Delay, s/veh 12.2 10.4 15.0 13.7 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 32.0 28.0 32.0 28.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 23.5 27.5 23.5 Max Q Clear Time (g_c+I1), s 10.5 7.4 10.3 9.0 Green Ext Time (p_c), s 2.2 2.3 2.4 1.3 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B 6.3-42 Lanes, Volumes, Timings EA (2026) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)20 251 44 26 360 124 29 319 14 77 383 31 Future Volume (vph)20 251 44 26 360 124 29 319 14 77 383 31 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.3-43 HCM 6th Signalized Intersection Summary EA (2026) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 251 44 26 360 124 29 319 14 77 383 31 Future Volume (veh/h) 20 251 44 26 360 124 29 319 14 77 383 31 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 24 295 52 31 424 146 34 375 16 91 451 36 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 189 538 456 285 538 610 102 1369 58 172 1446 115 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.06 0.40 0.40 0.10 0.47 0.46 Sat Flow, veh/h 842 1821 1543 1034 1821 1543 1734 3381 144 1734 3246 258 Grp Volume(v), veh/h 24 295 52 31 424 146 34 191 200 91 240 247 Grp Sat Flow(s),veh/h/ln 842 1821 1543 1034 1821 1543 1734 1730 1795 1734 1730 1775 Q Serve(g_s), s 1.6 8.2 1.5 1.6 12.8 3.8 1.1 4.4 4.5 3.0 5.2 5.2 Cycle Q Clear(g_c), s 14.4 8.2 1.5 9.7 12.8 3.8 1.1 4.4 4.5 3.0 5.2 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 0.15 Lane Grp Cap(c), veh/h 189 538 456 285 538 610 102 701 727 172 771 791 V/C Ratio(X) 0.13 0.55 0.11 0.11 0.79 0.24 0.33 0.27 0.27 0.53 0.31 0.31 Avail Cap(c_a), veh/h 249 668 566 358 668 719 217 701 727 231 771 791 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.0 17.8 15.4 21.8 19.4 12.1 27.1 11.9 12.0 25.5 10.2 10.3 Incr Delay (d2), s/veh 0.3 0.9 0.1 0.2 5.0 0.2 1.9 1.0 0.9 2.5 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.9 0.4 0.3 5.2 1.0 0.5 1.5 1.6 1.2 1.7 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.3 18.6 15.5 22.0 24.4 12.3 29.0 12.9 12.9 28.0 11.3 11.3 LnGrp LOS C B B C C B C B B C B B Approach Vol, veh/h 371 601 425 578 Approach Delay, s/veh 18.7 21.4 14.2 13.9 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 28.3 21.7 7.5 30.7 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 5.0 6.5 16.4 3.1 7.2 14.8 Green Ext Time (p_c), s 0.0 1.4 0.8 0.0 1.9 1.6 Intersection Summary HCM 6th Ctrl Delay 17.1 HCM 6th LOS B 6.3-44 Lanes, Volumes, Timings EA (2026) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)5 74 12 2 69 4 6 91 3 13 141 11 Future Volume (vph)5 74 12 2 69 4 6 91 3 13 141 11 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-45 HCM 6th AWSC EA (2026) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 74 12 2 69 4 6 91 3 13 141 11 Future Vol, veh/h 5 74 12 2 69 4 6 91 3 13 141 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 5 79 13 2 73 4 6 97 3 14 150 12 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.3 8.2 8.3 8.7 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %6% 5% 3% 8% Vol Thru, %91% 81% 92% 85% Vol Right, % 3% 13% 5% 7% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 100 91 75 165 LT Vol 6 5 2 13 Through Vol 91 74 69 141 RT Vol 3 12 4 11 Lane Flow Rate 106 97 80 176 Geometry Grp 1111 Degree of Util (X) 0.134 0.124 0.104 0.217 Departure Headway (Hd)4.544 4.611 4.673 4.45 Convergence, Y/N Yes Yes Yes Yes Cap 789 777 767 807 Service Time 2.571 2.639 2.701 2.474 HCM Lane V/C Ratio 0.134 0.125 0.104 0.218 HCM Control Delay 8.3 8.3 8.2 8.7 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.4 0.3 0.8 6.3-46 Lanes, Volumes, Timings EA (2026) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)72 62 5 2 22 125 5 258 1 93 329 41 Future Volume (vph)72 62 5 2 22 125 5 258 1 93 329 41 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-47 HCM 6th AWSC EA PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 72 62 5 2 22 125 5 258 1 93 329 41 Future Vol, veh/h 72 62 5 2 22 125 5 258 1 93 329 41 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 78 67 5 2 24 136 5 280 1 101 358 45 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 11.5 11.4 12.3 12.4 HCM LOS BBBB Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 99% 0% 100% 0% 0% 100% 6% 0% 100% Vol Right, %0% 0% 1% 0% 0% 100% 0% 0% 94% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 172 87 72 62 5 2 15 132 93 219 LT Vol 5007200200930 Through Vol 0 172 86 0 62 0 0 15 7 0 219 RT Vol 0010050012500 Lane Flow Rate 5 187 95 78 67 5 2 16 144 101 238 Geometry Grp 88888888888 Degree of Util (X) 0.011 0.348 0.176 0.167 0.134 0.01 0.005 0.032 0.26 0.192 0.419 Departure Headway (Hd)7.209 6.709 6.701 7.669 7.169 6.469 7.679 7.179 6.518 6.824 6.324 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 494 533 532 466 497 550 464 496 548 525 567 Service Time 4.984 4.484 4.476 5.45 4.95 4.25 5.46 4.96 4.298 4.588 4.088 HCM Lane V/C Ratio 0.01 0.351 0.179 0.167 0.135 0.009 0.004 0.032 0.263 0.192 0.42 HCM Control Delay 10.1 13.1 10.9 12 11.1 9.3 10.5 10.2 11.6 11.2 13.6 HCM Lane LOS BBBBBABBBBB HCM 95th-tile Q 0 1.5 0.6 0.6 0.5 0 0 0.1 1 0.7 2.1 6.3-48 Lanes, Volumes, Timings EA (2026) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)32 108 1 383 36 76 383 Future Volume (vph)32 108 1 383 36 76 383 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)22.0 22.0 12.0 25.0 25.0 13.0 26.0 Total Split (%)36.7% 36.7% 20.0% 41.7% 41.7% 21.7% 43.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.3-49 HCM 6th Signalized Intersection Summary EA (2026) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 32 108 1 383 36 76 383 Future Volume (veh/h) 32 108 1 383 36 76 383 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 36 121 430 40 85 430 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 202 180 1211 540 578 2596 Arrive On Green 0.12 0.12 0.37 0.37 0.35 0.79 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 36 121 430 40 85 430 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.1 4.5 5.4 0.6 2.0 1.8 Cycle Q Clear(g_c), s 1.1 4.5 5.4 0.6 2.0 1.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 202 180 1211 540 578 2596 V/C Ratio(X) 0.18 0.67 0.36 0.07 0.15 0.17 Avail Cap(c_a), veh/h 520 463 1211 540 578 2596 HCM Platoon Ratio 1.00 1.00 1.05 1.05 1.05 1.05 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 25.4 14.0 4.6 13.6 1.8 Incr Delay (d2), s/veh 0.4 4.3 0.8 0.3 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.7 1.8 0.3 0.7 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.3 29.7 14.9 4.9 13.8 1.9 LnGrp LOS C C BABA Approach Vol, veh/h 157 470 515 Approach Delay, s/veh 28.5 14.0 3.9 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 24.0 25.0 49.0 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 20.5 21.5 17.5 Max Q Clear Time (g_c+I1), s 4.0 7.4 3.8 6.5 Green Ext Time (p_c), s 0.1 2.1 2.3 0.3 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Notes User approved ignoring U-Turning movement. 6.3-50 Lanes, Volumes, Timings EA (2026) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)24 267 389 30 167 106 323 384 84 61 189 18 Future Volume (vph)24 267 389 30 167 106 323 384 84 61 189 18 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-51 HCM 6th AWSC EA PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh86.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 267 389 30 167 106 323 384 84 61 189 18 Future Vol, veh/h 24 267 389 30 167 106 323 384 84 61 189 18 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 27 300 437 34 188 119 363 431 94 69 212 20 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 176.4 23.9 54.8 21.1 HCM LOS F C F C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 60% 0% 100% 19% 0% 100% 34% 0% 100% 78% Vol Right, %0% 0% 40% 0% 0% 81% 0% 0% 66% 0% 0% 22% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 323 256 212 24 178 478 30 111 162 61 126 81 LT Vol 323 0 0 24 0 0 30 0 0 61 0 0 Through Vol 0 256 128 0 178 89 0 111 56 0 126 63 RT Vol 0 0 84 0 0 389 0 0 106 0 0 18 Lane Flow Rate 363 288 238 27 200 537 34 125 182 69 142 91 Geometry Grp 888888888888 Degree of Util (X) 1.011 0.763 0.614 0.08 0.569 1.445 0.11 0.391 0.545 0.226 0.447 0.283 Departure Headway (Hd) 10.64910.149 9.87210.84910.349 9.68812.22511.72511.26612.34211.84211.687 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 345 360 369 332 350 376 295 309 322 293 306 309 Service Time 8.349 7.849 7.572 8.549 8.049 7.479 9.925 9.425 8.96610.042 9.542 9.387 HCM Lane V/C Ratio 1.052 0.8 0.645 0.081 0.571 1.428 0.115 0.405 0.565 0.235 0.464 0.294 HCM Control Delay 85.5 39.1 27.1 14.5 25.9 240.6 16.4 21.8 26.7 18.6 23.8 18.9 HCM Lane LOS F E D B D F CCDCCC HCM 95th-tile Q 11.6 6.1 3.9 0.3 3.4 27.7 0.4 1.8 3.1 0.9 2.2 1.1 6.3-52 Lanes, Volumes, Timings EA PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)24 267 389 30 167 106 323 384 84 61 189 18 Future Volume (vph)24 267 389 30 167 106 323 384 84 61 189 18 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 8 Detector Phase 5 2 16638874 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)9.0 33.0 9.0 30.5 30.5 9.0 30.5 30.5 9.0 30.5 Total Split (s)10.0 46.0 14.0 50.0 50.0 28.0 44.0 44.0 16.0 32.0 Total Split (%)8.3% 38.3% 11.7% 41.7% 41.7% 23.3% 36.7% 36.7% 13.3% 26.7% Yellow Time (s) 3.0 3.5 3.0 3.5 3.5 3.0 3.5 3.5 3.0 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.5 4.0 4.5 4.5 4.0 4.5 4.5 4.0 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 57 (48%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.3-53 HCM 6th Signalized Intersection Summary EA PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 267 389 30 167 106 323 384 84 61 189 18 Future Volume (veh/h) 24 267 389 30 167 106 323 384 84 61 189 18 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 27 300 437 34 188 119 363 431 94 69 212 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 43 778 694 49 1568 700 457 1139 508 89 782 73 Arrive On Green 0.02 0.45 0.45 0.03 0.45 0.45 0.14 0.33 0.33 0.05 0.24 0.24 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3198 299 Grp Volume(v), veh/h 27 300 437 34 188 119 363 431 94 69 114 118 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1767 Q Serve(g_s), s 1.9 13.9 26.1 2.3 3.8 5.5 12.5 11.5 5.2 4.7 6.4 6.5 Cycle Q Clear(g_c), s 1.9 13.9 26.1 2.3 3.8 5.5 12.5 11.5 5.2 4.7 6.4 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 43 778 694 49 1568 700 457 1139 508 89 423 432 V/C Ratio(X) 0.63 0.39 0.63 0.69 0.12 0.17 0.79 0.38 0.19 0.78 0.27 0.27 Avail Cap(c_a), veh/h 87 778 694 145 1568 700 673 1139 508 173 423 432 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.86 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.0 22.0 25.3 57.8 19.0 19.4 50.2 30.8 28.8 56.3 36.7 36.7 Incr Delay (d2), s/veh 24.7 1.2 3.7 31.4 0.2 0.5 7.1 1.0 0.8 26.0 1.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 5.5 9.5 1.4 1.4 2.0 5.5 4.7 2.0 2.6 2.8 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 82.7 23.2 29.1 89.2 19.1 20.0 57.3 31.8 29.6 82.3 38.2 38.3 LnGrp LOS F C C F B B E C C F D D Approach Vol, veh/h 764 341 888 301 Approach Delay, s/veh 28.7 26.4 42.0 48.3 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.4 58.5 20.3 33.8 7.0 58.9 10.1 44.0 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 10.0 41.5 24.0 27.5 6.0 45.5 12.0 39.5 Max Q Clear Time (g_c+I1), s 4.3 28.1 14.5 8.5 3.9 7.5 6.7 13.5 Green Ext Time (p_c), s 0.0 3.5 1.8 1.0 0.0 1.4 0.1 2.8 Intersection Summary HCM 6th Ctrl Delay 36.1 HCM 6th LOS D 6.3-54 Lanes, Volumes, Timings EA (2026) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)81 433 27 17 378 70 85 342 38 79 220 68 Future Volume (vph)81 433 27 17 378 70 85 342 38 79 220 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)24.0 50.0 50.0 15.0 41.0 41.0 17.0 40.0 40.0 15.0 38.0 38.0 Total Split (%)20.0% 41.7% 41.7% 12.5% 34.2% 34.2% 14.2% 33.3% 33.3% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.3-55 HCM 6th Signalized Intersection Summary EA (2026) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 433 27 17 378 70 85 342 38 79 220 68 Future Volume (veh/h) 81 433 27 17 378 70 85 342 38 79 220 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 94 503 31 20 440 81 99 398 44 92 256 79 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 118 1627 726 49 1489 664 189 1024 457 187 1022 456 Arrive On Green 0.07 0.47 0.47 0.03 0.43 0.43 0.06 0.30 0.30 0.06 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 94 503 31 20 440 81 99 398 44 92 256 79 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.4 10.8 1.3 1.4 10.0 3.8 3.4 11.0 2.5 3.2 6.8 4.6 Cycle Q Clear(g_c), s 6.4 10.8 1.3 1.4 10.0 3.8 3.4 11.0 2.5 3.2 6.8 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 118 1627 726 49 1489 664 189 1024 457 187 1022 456 V/C Ratio(X) 0.80 0.31 0.04 0.41 0.30 0.12 0.52 0.39 0.10 0.49 0.25 0.17 Avail Cap(c_a), veh/h 282 1627 726 152 1489 664 350 1024 457 294 1022 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 19.7 17.2 57.3 22.3 20.5 55.1 33.6 30.6 55.0 32.2 31.4 Incr Delay (d2), s/veh 11.4 0.5 0.1 5.3 0.5 0.4 2.2 1.1 0.4 2.0 0.6 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 4.3 0.5 0.6 3.9 1.3 1.5 4.6 0.9 1.4 2.8 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.5 20.2 17.3 62.6 22.8 20.9 57.3 34.7 31.0 57.0 32.8 32.2 LnGrp LOS E C B E C C E C C E C C Approach Vol, veh/h 628 541 541 427 Approach Delay, s/veh 27.0 24.0 38.6 37.9 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.2 40.0 7.9 60.9 11.2 39.9 12.7 56.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.5 10.5 45.5 12.5 33.5 19.5 36.5 Max Q Clear Time (g_c+I1), s 5.2 13.0 3.4 12.8 5.4 8.8 8.4 12.0 Green Ext Time (p_c), s 0.1 2.4 0.0 3.3 0.1 1.6 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 31.3 HCM 6th LOS C 6.3-56 Lanes, Volumes, Timings EA (2026) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)89 429 136 34 352 77 118 446 31 73 255 94 Future Volume (vph)89 429 136 34 352 77 118 446 31 73 255 94 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)24.0 47.0 47.0 16.0 39.0 39.0 19.0 41.0 41.0 16.0 38.0 38.0 Total Split (%)20.0% 39.2% 39.2% 13.3% 32.5% 32.5% 15.8% 34.2% 34.2% 13.3% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.3-57 HCM 6th Signalized Intersection Summary EA (2026) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 89 429 136 34 352 77 118 446 31 73 255 94 Future Volume (veh/h) 89 429 136 34 352 77 118 446 31 73 255 94 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 94 452 143 36 371 81 124 469 33 77 268 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 118 1561 696 71 1467 654 193 1052 469 181 1040 464 Arrive On Green 0.07 0.45 0.45 0.04 0.42 0.42 0.06 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 94 452 143 36 371 81 124 469 33 77 268 99 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.4 9.9 6.7 2.4 8.3 3.8 4.3 13.1 1.8 2.7 7.0 5.8 Cycle Q Clear(g_c), s 6.4 9.9 6.7 2.4 8.3 3.8 4.3 13.1 1.8 2.7 7.0 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 118 1561 696 71 1467 654 193 1052 469 181 1040 464 V/C Ratio(X) 0.80 0.29 0.21 0.51 0.25 0.12 0.64 0.45 0.07 0.42 0.26 0.21 Avail Cap(c_a), veh/h 282 1561 696 166 1467 654 407 1052 469 322 1040 464 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 20.8 19.9 56.4 22.3 21.0 55.3 33.6 29.7 55.0 31.8 31.4 Incr Delay (d2), s/veh 11.4 0.5 0.7 5.6 0.4 0.4 3.5 1.4 0.3 1.6 0.6 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 3.9 2.4 1.1 3.3 1.4 1.9 5.5 0.7 1.1 2.9 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.5 21.3 20.6 61.9 22.7 21.4 58.9 35.0 30.0 56.5 32.4 32.4 LnGrp LOS E C C E C C E C C E C C Approach Vol, veh/h 689 488 626 444 Approach Delay, s/veh 27.3 25.4 39.4 36.6 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 58.6 11.4 40.6 12.7 55.4 11.0 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 42.5 14.5 33.5 19.5 34.5 11.5 36.5 Max Q Clear Time (g_c+I1), s 4.4 11.9 6.3 9.0 8.4 10.3 4.7 15.1 Green Ext Time (p_c), s 0.0 3.3 0.2 1.8 0.1 2.4 0.1 2.8 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C 6.3-58 Lanes, Volumes, Timings EA (2026) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 31 10 481 6 157 51 580 153 2 Future Volume (vph)31 24 2 31 10 481 6 157 51 580 153 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-59 HCM 6th AWSC EA PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh162.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 24 2 31 10 481 6 157 51 580 153 2 Future Vol, veh/h 31 24 2 31 10 481 6 157 51 580 153 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 38 29 2 38 12 587 7 191 62 707 187 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 14.9 119.1 16.6 246.4 HCM LOS B F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %7% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %93% 61% 0% 100% 80% 0% 100% 0% 0% 100% 96% Vol Right, %0% 39% 0% 0% 20% 0% 0% 100% 0% 0% 4% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 85 130 31 16 10 31 10 481 580 102 53 LT Vol 6 0 31 0 0 31 0 0 580 0 0 Through Vol 79 79 0 16 8 0 10 0 0 102 51 RT Vol 05100200481002 Lane Flow Rate 103 158 38 20 12 38 12 587 707 124 65 Geometry Grp 88888888888 Degree of Util (X) 0.25 0.37 0.105 0.051 0.032 0.088 0.027 1.178 1.614 0.267 0.138 Departure Headway (Hd) 9.596 9.28511.49510.97110.825 9.46 8.948 8.232 8.625 8.121 8.095 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 377 390 314 328 333 381 403 446 431 445 446 Service Time 7.296 6.985 9.195 8.671 8.525 7.16 6.648 5.932 6.325 5.821 5.795 HCM Lane V/C Ratio 0.273 0.405 0.121 0.061 0.036 0.1 0.03 1.316 1.64 0.279 0.146 HCM Control Delay 15.5 17.3 15.5 14.3 13.9 13.1 11.9 128.2 308.7 13.8 12.1 HCM Lane LOS C C C BBBBFFBB HCM 95th-tile Q 1 1.7 0.3 0.2 0.1 0.3 0.1 19.6 38.6 1.1 0.5 6.3-60 Lanes, Volumes, Timings EA PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 31 10 481 6 157 51 580 153 2 Future Volume (vph)31 24 2 31 10 481 6 157 51 580 153 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm Protected Phases 2 6488 44 Permitted Phases 2 6 6 4 Detector Phase 2 2 66488 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)34.0 34.0 34.0 34.0 53.0 33.0 33.0 53.0 53.0 53.0 Total Split (%)28.3% 28.3% 28.3% 28.3% 44.2% 27.5% 27.5% 44.2% 44.2% 44.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.3-61 HCM 6th Signalized Intersection Summary EA PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 31 10 481 6 157 51 580 153 2 Future Volume (veh/h) 31 24 2 31 10 481 6 157 51 580 153 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 29 2 38 12 587 7 191 62 707 187 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222222222 Cap, veh/h 257 808 55 389 448 1003 22 603 203 1360 1398 624 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.24 0.24 0.24 0.40 0.40 0.40 Sat Flow, veh/h 820 3287 224 1378 1821 1543 92 2540 853 3365 3460 1543 Grp Volume(v), veh/h 38 15 16 38 12 587 139 0 121 707 187 2 Grp Sat Flow(s),veh/h/ln 820 1730 1781 1378 1821 1543 1817 0 1668 1682 1730 1543 Q Serve(g_s), s 4.4 0.8 0.8 2.6 0.6 25.8 7.6 0.0 7.2 19.0 4.1 0.1 Cycle Q Clear(g_c), s 5.0 0.8 0.8 3.4 0.6 25.8 7.6 0.0 7.2 19.0 4.1 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.05 0.51 1.00 1.00 Lane Grp Cap(c), veh/h 257 425 438 389 448 1003 431 0 396 1360 1398 624 V/C Ratio(X) 0.15 0.04 0.04 0.10 0.03 0.59 0.32 0.00 0.31 0.52 0.13 0.00 Avail Cap(c_a), veh/h 257 425 438 389 448 1003 431 0 396 1360 1398 624 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.87 0.87 0.87 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.3 34.4 34.4 35.7 34.4 11.9 37.8 0.0 37.6 27.0 22.5 21.3 Incr Delay (d2), s/veh 1.2 0.2 0.2 0.2 0.0 1.2 2.0 0.0 2.0 1.4 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.3 0.4 0.9 0.3 17.5 3.4 0.0 3.0 7.3 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.5 34.6 34.6 35.9 34.4 13.1 39.7 0.0 39.6 28.4 22.7 21.3 LnGrp LOS DCCDCBDADCCC Approach Vol, veh/h 69 637 260 896 Approach Delay, s/veh 36.2 14.8 39.7 27.2 Approach LOS D B D C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 34.0 53.0 34.0 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 29.5 48.5 29.5 28.5 Max Q Clear Time (g_c+I1), s 7.0 21.0 27.8 9.6 Green Ext Time (p_c), s 0.5 8.5 0.8 2.2 Intersection Summary HCM 6th Ctrl Delay 25.0 HCM 6th LOS C 6.3-62 Lanes, Volumes, Timings EA (2026) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)79 285 304 16 362 283 217 524 68 135 463 124 Future Volume (vph)79 285 304 16 362 283 217 524 68 135 463 124 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.3-63 HCM 6th Roundabout EA (2026) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 30.7 Intersection LOS D Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 718 710 869 776 Demand Flow Rate, veh/h 733 724 886 792 Vehicles Circulating, veh/h 673 899 547 652 Vehicles Exiting, veh/h 635 460 525 661 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.2 15.9 57.5 35.0 Approach LOS A C F D Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 334 4.976 310 4.976 74 4.976 136 Entry Flow, veh/h 399 1887 414 1887 812 1887 656 1887 Cap Entry Lane, veh/h 695 0.980 552 0.980 790 0.980 710 0.980 Entry HV Adj Factor 0.980 327 0.981 304 0.980 73 0.980 133 Flow Entry, veh/h 391 1850 406 1850 796 1850 643 1850 Cap Entry, veh/h 680 0.177 541 0.164 774 0.039 696 0.072 V/C Ratio 0.574 0.0 0.751 0.0 1.028 0.0 0.924 0.0 Control Delay, s/veh 15.1 A 27.7 A 62.8 A 42.2 A LOS C1D1F0E0 95th %tile Queue, veh 4 7 19 13 6.3-64 Lanes, Volumes, Timings EA (2026) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)55 2 21 9 1 35 3 901 7 15 782 56 Future Volume (vph)55 2 21 9 1 35 3 901 7 15 782 56 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)49.0 49.0 49.0 49.0 49.0 49.0 18.0 51.0 20.0 53.0 Total Split (%)40.8% 40.8% 40.8% 40.8% 40.8% 40.8% 15.0% 42.5% 16.7% 44.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.3-65 HCM 6th Signalized Intersection Summary EA (2026) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 2 21 9 1 35 3 901 7 15 782 56 Future Volume (veh/h) 55 2 21 9 1 35 3 901 7 15 782 56 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 58 2 22 9 1 37 3 948 7 16 823 59 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 72 2 476 66 4 476 17 2484 18 72 2462 176 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.01 0.51 0.51 0.08 1.00 1.00 Sat Flow, veh/h 43 5 1543 30 14 1543 1734 5091 38 1734 4736 338 Grp Volume(v), veh/h 60 0 22 10 0 37 3 617 338 16 575 307 Grp Sat Flow(s),veh/h/ln 48 0 1543 44 0 1543 1734 1657 1814 1734 1657 1760 Q Serve(g_s), s 1.2 0.0 1.2 0.6 0.0 2.0 0.2 13.5 13.5 1.0 0.0 0.0 Cycle Q Clear(g_c), s 37.0 0.0 1.2 36.7 0.0 2.0 0.2 13.5 13.5 1.0 0.0 0.0 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.02 1.00 0.19 Lane Grp Cap(c), veh/h 74 0 476 71 0 476 17 1617 885 72 1723 915 V/C Ratio(X) 0.81 0.00 0.05 0.14 0.00 0.08 0.18 0.38 0.38 0.22 0.33 0.34 Avail Cap(c_a), veh/h 143 0 553 142 0 553 173 1617 885 202 1723 915 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh 59.2 0.0 29.1 47.2 0.0 29.4 58.9 18.3 18.3 53.2 0.0 0.0 Incr Delay (d2), s/veh 34.7 0.0 0.1 1.9 0.0 0.1 10.9 0.7 1.2 2.8 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.5 0.3 0.0 0.8 0.1 4.8 5.4 0.5 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.9 0.0 29.2 49.1 0.0 29.6 69.8 19.0 19.5 56.0 0.4 0.8 LnGrp LOS F A C D A C EBBEAA Approach Vol, veh/h 82 47 958 898 Approach Delay, s/veh 76.6 33.7 19.3 1.6 Approach LOS E C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 65.2 43.8 7.1 69.1 43.8 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 43.5 43.0 12.0 45.5 43.0 Max Q Clear Time (g_c+I1), s 3.0 15.5 39.0 2.2 2.0 38.7 Green Ext Time (p_c), s 0.0 11.4 0.2 0.0 12.2 0.1 Intersection Summary HCM 6th Ctrl Delay 14.0 HCM 6th LOS B 6.3-66 Lanes, Volumes, Timings EA (2026) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 247 346 51 130 307 172 74 828 89 207 666 194 Future Volume (vph) 247 346 51 130 307 172 74 828 89 207 666 194 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 38.5 38.5 23.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 32.1% 32.1% 19.2% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.3-67 HCM 6th Signalized Intersection Summary EA (2026) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 247 346 51 130 307 172 74 828 89 207 666 194 Future Volume (veh/h) 247 346 51 130 307 172 74 828 89 207 666 194 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 255 357 53 134 316 177 76 854 92 213 687 200 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1203 537 171 555 471 160 1136 353 336 1175 365 Arrive On Green 0.14 0.35 0.35 0.10 0.30 0.30 0.03 0.08 0.08 0.10 0.24 0.24 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 255 357 53 134 316 177 76 854 92 213 687 200 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 9.0 2.8 9.1 17.5 10.8 5.2 20.2 6.7 7.3 14.7 13.6 Cycle Q Clear(g_c), s 17.0 9.0 2.8 9.1 17.5 10.8 5.2 20.2 6.7 7.3 14.7 13.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1203 537 171 555 471 160 1136 353 336 1175 365 V/C Ratio(X) 1.04 0.30 0.10 0.78 0.57 0.38 0.48 0.75 0.26 0.63 0.58 0.55 Avail Cap(c_a), veh/h 246 1203 537 246 555 471 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 28.5 26.4 52.8 35.1 32.7 55.3 52.1 45.9 51.9 40.6 40.2 Incr Delay (d2), s/veh 67.6 0.6 0.4 5.8 4.2 2.3 0.8 2.2 0.5 3.0 0.7 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 3.7 1.1 4.1 8.1 4.2 2.3 9.1 2.7 3.1 5.8 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 119.1 29.1 26.8 58.6 39.3 35.0 56.1 54.3 46.5 54.8 41.3 42.0 LnGrp LOS F C C E D D E DDDDD Approach Vol, veh/h 665 627 1022 1100 Approach Delay, s/veh 63.4 42.2 53.8 44.0 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 34.9 17.9 49.2 17.0 35.9 23.0 44.1 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 17.0 31.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 9.3 22.2 11.1 11.0 7.2 16.7 19.0 19.5 Green Ext Time (p_c), s 0.1 5.2 0.0 3.9 0.0 6.0 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 50.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.3-68 Lanes, Volumes, Timings EA (2026) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)10 19 18 112 244 7 Future Volume (vph)10 19 18 112 244 7 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-69 HCM 6th AWSC EA (2026) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 19 18 112 244 7 Future Vol, veh/h 10 19 18 112 244 7 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 12 23 22 137 298 9 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.8 8.5 12.6 HCM LOS A A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %34% 0% 0% 100% 0% Vol Thru, %66% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 29 18 112 244 7 LT Vol 10 0 0 244 0 Through Vol 19 18 0 0 0 RT Vol 0 0 112 0 7 Lane Flow Rate 35 22 137 298 9 Geometry Grp 47777 Degree of Util (X) 0.054 0.033 0.18 0.455 0.01 Departure Headway (Hd)5.485 5.458 4.753 5.501 4.298 Convergence, Y/N Yes Yes Yes Yes Yes Cap 652 657 755 655 831 Service Time 3.525 3.186 2.48 3.238 2.034 HCM Lane V/C Ratio 0.054 0.033 0.181 0.455 0.011 HCM Control Delay 8.8 8.4 8.5 12.8 7.1 HCM Lane LOS AAABA HCM 95th-tile Q 0.2 0.1 0.7 2.4 0 6.3-70 Lanes, Volumes, Timings EA (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 128 108 2 49 26 64 133 4 40 108 33 Future Volume (vph)39 128 108 2 49 26 64 133 4 40 108 33 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-71 HCM 6th AWSC EA (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 128 108 2 49 26 64 133 4 40 108 33 Future Vol, veh/h 39 128 108 2 49 26 64 133 4 40 108 33 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 44 145 123 2 56 30 73 151 5 45 123 38 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 11.1 10.5 11.3 10.5 HCM LOS BBBB Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 23% 0% 3% 100% 0% 0% Vol Thru, %0% 97% 77% 0% 64% 0% 100% 0% Vol Right, %0% 3% 0% 100% 34% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 64 137 167 108 77 40 108 33 LT Vol 64 0 39 0 2 40 0 0 Through Vol 0 133 128 0 49 0 108 0 RT Vol 0 4 0 108 26 0 0 33 Lane Flow Rate 73 156 190 123 88 45 123 38 Geometry Grp 88888888 Degree of Util (X) 0.139 0.275 0.333 0.187 0.158 0.088 0.219 0.06 Departure Headway (Hd)6.884 6.356 6.311 5.489 6.485 6.943 6.436 5.726 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 520 564 569 652 551 515 556 623 Service Time 4.639 4.11 4.06 3.238 4.247 4.7 4.192 3.482 HCM Lane V/C Ratio 0.14 0.277 0.334 0.189 0.16 0.087 0.221 0.061 HCM Control Delay 10.8 11.5 12.2 9.5 10.5 10.4 11 8.9 HCM Lane LOS BBBABBBA HCM 95th-tile Q 0.5 1.1 1.5 0.7 0.6 0.3 0.8 0.2 6.3-72 Lanes, Volumes, Timings EA (2026) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)48 123 25 25 77 62 47 230 48 53 142 31 Future Volume (vph)48 123 25 25 77 62 47 230 48 53 142 31 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-73 HCM 6th AWSC EA (2026) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 20.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 48 123 25 25 77 62 47 230 48 53 142 31 Future Vol, veh/h 48 123 25 25 77 62 47 230 48 53 142 31 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 64 164 33 33 103 83 63 307 64 71 189 41 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 16.6 14.8 27.3 16.5 HCM LOS C B D C Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %14% 24% 15% 27% 0% Vol Thru, %71% 63% 47% 73% 0% Vol Right, % 15% 13% 38% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 325 196 164 195 31 LT Vol 47 48 25 53 0 Through Vol 230 123 77 142 0 RT Vol 48 25 62 0 31 Lane Flow Rate 433 261 219 260 41 Geometry Grp 52277 Degree of Util (X) 0.765 0.498 0.415 0.52 0.073 Departure Headway (Hd)6.358 6.867 6.84 7.205 6.348 Convergence, Y/N Yes Yes Yes Yes Yes Cap 568 523 523 499 561 Service Time 4.427 4.948 4.927 4.983 4.125 HCM Lane V/C Ratio 0.762 0.499 0.419 0.521 0.073 HCM Control Delay 27.3 16.6 14.8 17.6 9.6 HCM Lane LOS D C B C A HCM 95th-tile Q 6.9 2.7 2 3 0.2 6.3-74 Lanes, Volumes, Timings EA PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)48 123 25 25 77 62 47 230 48 53 142 31 Future Volume (vph)48 123 25 25 77 62 47 230 48 53 142 31 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)49.0 49.0 49.0 49.0 71.0 71.0 71.0 71.0 71.0 Total Split (%)40.8% 40.8% 40.8% 40.8% 59.2% 59.2% 59.2% 59.2% 59.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 119.5 (100%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.3-75 HCM 6th Signalized Intersection Summary EA PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 123 25 25 77 62 47 230 48 53 142 31 Future Volume (veh/h) 48 123 25 25 77 62 47 230 48 53 142 31 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 64 164 33 33 103 83 63 307 64 71 189 41 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 96 202 38 65 164 119 183 874 177 317 823 1117 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.72 0.72 0.72 0.72 0.72 0.72 Sat Flow, veh/h 290 1003 187 153 814 590 206 1207 244 385 1137 1543 Grp Volume(v), veh/h 261 0 0 219 0 0 434 0 0 260 0 41 Grp Sat Flow(s),veh/h/ln 1479 0 0 1557 0 0 1657 0 0 1522 0 1543 Q Serve(g_s), s 5.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 Cycle Q Clear(g_c), s 20.8 0.0 0.0 15.4 0.0 0.0 10.7 0.0 0.0 5.5 0.0 0.9 Prop In Lane 0.25 0.13 0.15 0.38 0.15 0.15 0.27 1.00 Lane Grp Cap(c), veh/h 335 0 0 348 0 0 1234 0 0 1140 0 1117 V/C Ratio(X) 0.78 0.00 0.00 0.63 0.00 0.00 0.35 0.00 0.00 0.23 0.00 0.04 Avail Cap(c_a), veh/h 604 0 0 617 0 0 1234 0 0 1140 0 1117 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.5 0.0 0.0 44.2 0.0 0.0 6.1 0.0 0.0 5.3 0.0 4.7 Incr Delay (d2), s/veh 4.0 0.0 0.0 1.9 0.0 0.0 0.8 0.0 0.0 0.5 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 0.0 0.0 6.2 0.0 0.0 3.4 0.0 0.0 1.8 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.4 0.0 0.0 46.1 0.0 0.0 6.8 0.0 0.0 5.8 0.0 4.8 LnGrp LOS D A A D AAAAAAAA Approach Vol, veh/h 261 219 434 301 Approach Delay, s/veh 50.4 46.1 6.8 5.7 Approach LOS D D A A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 91.4 28.6 91.4 28.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 66.5 44.5 66.5 44.5 Max Q Clear Time (g_c+I1), s 12.7 22.8 7.5 17.4 Green Ext Time (p_c), s 2.7 1.3 1.7 1.4 Intersection Summary HCM 6th Ctrl Delay 23.0 HCM 6th LOS C 6.3-76 Lanes, Volumes, Timings EA (2026) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)10 93 11 18 94 61 17 270 33 64 213 19 Future Volume (vph)10 93 11 18 94 61 17 270 33 64 213 19 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-77 HCM 6th AWSC EA PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh15.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 93 11 18 94 61 17 270 33 64 213 19 Future Vol, veh/h 10 93 11 18 94 61 17 270 33 64 213 19 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 107 13 21 108 70 20 310 38 74 245 22 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 11.5 14.4 20.4 12 HCM LOS B B C B Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 10% 100% 0% 0% Vol Thru, %0% 89% 0% 100% 0% 54% 0% 100% 79% Vol Right, %0% 11% 0% 0% 100% 35% 0% 0% 21% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 17 303 10 93 11 173 64 142 90 LT Vol 17 0 10 0 0 18 64 0 0 Through Vol 0 270 0 93 0 94 0 142 71 RT Vol 0 33 0 0 11 61 0 0 19 Lane Flow Rate 20 348 11 107 13 199 74 163 103 Geometry Grp 887778888 Degree of Util (X) 0.04 0.649 0.025 0.213 0.023 0.393 0.151 0.313 0.194 Departure Headway (Hd) 7.291 6.707 7.682 7.173 6.46 7.108 7.402 6.893 6.743 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 494 543 466 500 554 507 485 521 532 Service Time 4.991 4.407 5.429 4.919 4.206 4.854 5.146 4.637 4.487 HCM Lane V/C Ratio 0.04 0.641 0.024 0.214 0.023 0.393 0.153 0.313 0.194 HCM Control Delay 10.3 21 10.6 11.9 9.4 14.4 11.5 12.8 11.1 HCM Lane LOS B C BBABBBB HCM 95th-tile Q 0.1 4.6 0.1 0.8 0.1 1.9 0.5 1.3 0.7 6.3-78 Lanes, Volumes, Timings EA (2026) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)85 274 57 18 185 66 34 360 27 94 199 39 Future Volume (vph)85 274 57 18 185 66 34 360 27 94 199 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-79 HCM 6th AWSC EA (2026) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 70.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 274 57 18 185 66 34 360 27 94 199 39 Future Vol, veh/h 85 274 57 18 185 66 34 360 27 94 199 39 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 93 301 63 20 203 73 37 396 30 103 219 43 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 45.2 40.2 137 40.8 HCM LOS E E F E Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %8% 100% 0% 7% 32% 0% Vol Thru, %86% 0% 83% 69% 68% 0% Vol Right, % 6% 0% 17% 25% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 421 85 331 269 293 39 LT Vol 34 85 0 18 94 0 Through Vol 360 0 274 185 199 0 RT Vol 27 0 57 66 0 39 Lane Flow Rate 463 93 364 296 322 43 Geometry Grp 677677 Degree of Util (X) 1.189 0.243 0.885 0.77 0.82 0.099 Departure Headway (Hd)9.253 10.059 9.41 10.187 9.793 8.892 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 398 360 389 358 373 405 Service Time 7.253 7.759 7.11 8.187 7.493 6.592 HCM Lane V/C Ratio 1.163 0.258 0.936 0.827 0.863 0.106 HCM Control Delay 137 16 52.7 40.2 44.5 12.6 HCM Lane LOS F C F E E B HCM 95th-tile Q 18.5 0.9 8.8 6.2 7.3 0.3 6.3-80 Lanes, Volumes, Timings EA PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)85 274 57 18 185 66 34 360 27 94 199 39 Future Volume (vph)85 274 57 18 185 66 34 360 27 94 199 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)51.0 51.0 51.0 51.0 69.0 69.0 69.0 69.0 69.0 Total Split (%)42.5% 42.5% 42.5% 42.5% 57.5% 57.5% 57.5% 57.5% 57.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.3-81 HCM 6th Signalized Intersection Summary EA PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 274 57 18 185 66 34 360 27 94 199 39 Future Volume (veh/h) 85 274 57 18 185 66 34 360 27 94 199 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 93 301 63 20 203 73 37 396 30 103 219 43 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 187 402 84 42 265 90 96 993 73 311 642 1003 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.65 0.65 0.65 0.65 0.65 0.65 Sat Flow, veh/h 1103 1460 306 36 964 327 98 1528 113 418 988 1543 Grp Volume(v), veh/h 93 0 364 296 0 0 463 0 0 322 0 43 Grp Sat Flow(s),veh/h/ln 1103 0 1766 1328 0 0 1739 0 0 1406 0 1543 Q Serve(g_s), s 2.4 0.0 22.6 4.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 Cycle Q Clear(g_c), s 28.9 0.0 22.6 26.9 0.0 0.0 14.6 0.0 0.0 12.6 0.0 1.2 Prop In Lane 1.00 0.17 0.07 0.25 0.08 0.06 0.32 1.00 Lane Grp Cap(c), veh/h 187 0 486 398 0 0 1162 0 0 953 0 1003 V/C Ratio(X) 0.50 0.00 0.75 0.74 0.00 0.00 0.40 0.00 0.00 0.34 0.00 0.04 Avail Cap(c_a), veh/h 311 0 684 584 0 0 1162 0 0 953 0 1003 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.3 0.0 39.7 39.3 0.0 0.0 9.9 0.0 0.0 9.3 0.0 7.6 Incr Delay (d2), s/veh 2.0 0.0 2.9 2.9 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 9.6 7.5 0.0 0.0 5.3 0.0 0.0 3.5 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.3 0.0 42.5 42.2 0.0 0.0 10.9 0.0 0.0 10.2 0.0 7.7 LnGrp LOS D A D D AABAABAA Approach Vol, veh/h 457 296 463 365 Approach Delay, s/veh 43.3 42.2 10.9 9.9 Approach LOS D D B A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 82.5 37.5 82.5 37.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 64.5 46.5 64.5 46.5 Max Q Clear Time (g_c+I1), s 16.6 30.9 14.6 28.9 Green Ext Time (p_c), s 2.8 2.0 2.2 1.4 Intersection Summary HCM 6th Ctrl Delay 25.9 HCM 6th LOS C 6.3-82 Lanes, Volumes, Timings EA (2026) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)93 357 71 21 338 121 51 392 50 123 261 70 Future Volume (vph)93 357 71 21 338 121 51 392 50 123 261 70 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-83 HCM 6th AWSC EA PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh144.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 93 357 71 21 338 121 51 392 50 123 261 70 Future Vol, veh/h 93 357 71 21 338 121 51 392 50 123 261 70 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 109 420 84 25 398 142 60 461 59 145 307 82 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 124 49.7 367.3 25.9 HCM LOS F E F D Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %10% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %80% 0% 100% 0% 0% 100% 48% 0% 100% 55% Vol Right, %10% 0% 0% 100% 0% 0% 52% 0% 0% 45% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 493 93 357 71 21 225 234 123 174 157 LT Vol 51 93 0 0 21 0 0 123 0 0 Through Vol 392 0 357 0 0 225 113 0 174 87 RT Vol 50 0 0 71 0 0 121 0 0 70 Lane Flow Rate 580 109 420 84 25 265 275 145 205 185 Geometry Grp 8888888777 Degree of Util (X) 1.731 0.339 1.245 0.231 0.077 0.789 0.79 0.413 0.556 0.486 Departure Headway (Hd) 11.13513.28212.73611.97113.73613.18512.78512.40911.86611.527 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 331 272 290 302 262 276 286 292 307 316 Service Time 8.83510.98210.436 9.67111.43610.88510.48510.109 9.566 9.227 HCM Lane V/C Ratio 1.752 0.401 1.448 0.278 0.095 0.96 0.962 0.497 0.668 0.585 HCM Control Delay 367.3 22.6 171.4 18.2 17.6 51.7 50.6 23.6 28.5 24.7 HCM Lane LOS F C F C C F F C D C HCM 95th-tile Q 35.5 1.4 16.6 0.9 0.2 6.1 6.2 1.9 3.2 2.5 6.3-84 Lanes, Volumes, Timings EA PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)93 357 71 21 338 121 51 392 50 123 261 70 Future Volume (vph)93 357 71 21 338 121 51 392 50 123 261 70 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (s)30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 55.5 (93%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.3-85 HCM 6th Signalized Intersection Summary EA PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\113 - EA PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 357 71 21 338 121 51 392 50 123 261 70 Future Volume (veh/h) 93 357 71 21 338 121 51 392 50 123 261 70 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 109 420 84 25 398 142 60 461 59 145 307 82 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 423 774 656 346 1471 656 114 600 73 370 1152 303 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 866 1821 1543 895 3460 1543 112 1413 173 882 2711 712 Grp Volume(v), veh/h 109 420 84 25 398 142 580 0 0 145 194 195 Grp Sat Flow(s),veh/h/ln 866 1821 1543 895 1730 1543 1697 0 0 882 1730 1693 Q Serve(g_s), s 5.6 10.3 2.0 1.3 4.5 3.5 8.8 0.0 0.0 0.0 4.4 4.5 Cycle Q Clear(g_c), s 10.1 10.3 2.0 11.6 4.5 3.5 17.6 0.0 0.0 16.1 4.4 4.5 Prop In Lane 1.00 1.00 1.00 1.00 0.10 0.10 1.00 0.42 Lane Grp Cap(c), veh/h 423 774 656 346 1471 656 788 0 0 370 735 719 V/C Ratio(X) 0.26 0.54 0.13 0.07 0.27 0.22 0.74 0.00 0.00 0.39 0.26 0.27 Avail Cap(c_a), veh/h 423 774 656 346 1471 656 788 0 0 370 735 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.5 12.9 10.5 17.2 11.2 10.9 14.8 0.0 0.0 14.5 11.2 11.2 Incr Delay (d2), s/veh 1.5 2.7 0.4 0.4 0.5 0.8 6.1 0.0 0.0 3.1 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.6 0.6 0.3 1.3 1.0 6.3 0.0 0.0 1.5 1.4 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.0 15.6 10.9 17.6 11.7 11.7 20.9 0.0 0.0 17.6 12.0 12.1 LnGrp LOS BBBBBBCAABBB Approach Vol, veh/h 613 565 580 534 Approach Delay, s/veh 15.0 11.9 20.9 13.6 Approach LOS B B C B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 12.3 18.1 13.6 19.6 Green Ext Time (p_c), s 2.6 1.7 2.2 1.8 Intersection Summary HCM 6th Ctrl Delay 15.4 HCM 6th LOS B 6.3-86 Lanes, Volumes, Timings EA (2026) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)38 469 57 11 371 126 49 584 60 137 363 22 Future Volume (vph)38 469 57 11 371 126 49 584 60 137 363 22 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.4 11.5 21.6 12.4 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.7% 19.2% 36.0% 20.7% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.3-87 HCM 6th Signalized Intersection Summary EA (2026) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 469 57 11 371 126 49 584 60 137 363 22 Future Volume (veh/h) 38 469 57 11 371 126 49 584 60 137 363 22 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 42 521 63 12 412 140 54 649 67 152 403 24 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 240 609 517 177 609 698 272 1102 114 204 1023 61 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.16 0.35 0.34 0.12 0.32 0.30 Sat Flow, veh/h 856 1821 1543 831 1821 1543 1734 3166 326 1734 3319 197 Grp Volume(v), veh/h 42 521 63 12 412 140 54 354 362 152 209 218 Grp Sat Flow(s),veh/h/ln 856 1821 1543 831 1821 1543 1734 1730 1762 1734 1730 1786 Q Serve(g_s), s 2.7 16.0 1.7 0.8 11.7 3.3 1.6 10.1 10.1 5.1 5.6 5.7 Cycle Q Clear(g_c), s 14.3 16.0 1.7 16.8 11.7 3.3 1.6 10.1 10.1 5.1 5.6 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.11 Lane Grp Cap(c), veh/h 240 609 517 177 609 698 272 602 613 204 533 551 V/C Ratio(X) 0.18 0.85 0.12 0.07 0.68 0.20 0.20 0.59 0.59 0.75 0.39 0.40 Avail Cap(c_a), veh/h 267 668 566 203 668 747 272 602 613 243 533 551 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.3 18.6 13.8 26.4 17.2 9.9 22.0 16.0 16.1 25.4 15.9 16.0 Incr Delay (d2), s/veh 0.3 9.9 0.1 0.2 2.4 0.1 0.4 4.2 4.1 9.9 2.2 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 7.0 0.5 0.2 4.3 0.8 0.6 3.9 3.9 2.4 2.1 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.7 28.5 13.9 26.6 19.6 10.0 22.4 20.2 20.2 35.4 18.1 18.1 LnGrp LOS C C B C B B CCCDBB Approach Vol, veh/h 626 564 770 579 Approach Delay, s/veh 26.7 17.4 20.4 22.6 Approach LOS C B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 24.9 24.1 13.4 22.5 24.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.9 17.1 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 7.1 12.1 18.0 3.6 7.7 18.8 Green Ext Time (p_c), s 0.0 1.7 1.1 0.0 1.5 0.8 Intersection Summary HCM 6th Ctrl Delay 21.8 HCM 6th LOS C 6.3-88 Lanes, Volumes, Timings EA (2026) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)33 148 10 0 85 12 16 193 18 7 130 18 Future Volume (vph)33 148 10 0 85 12 16 193 18 7 130 18 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-89 HCM 6th AWSC EA (2026) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\13 - EA PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 148 10 0 85 12 16 193 18 7 130 18 Future Vol, veh/h 33 148 10 0 85 12 16 193 18 7 130 18 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 42 187 13 0 108 15 20 244 23 9 165 23 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.6 9.9 12 10.6 HCM LOS B A B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %7% 17% 0% 5% Vol Thru, %85% 77% 88% 84% Vol Right, % 8% 5% 12% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 227 191 97 155 LT Vol 16 33 0 7 Through Vol 193 148 85 130 RT Vol 18 10 12 18 Lane Flow Rate 287 242 123 196 Geometry Grp 1111 Degree of Util (X) 0.418 0.366 0.19 0.292 Departure Headway (Hd)5.239 5.444 5.58 5.352 Convergence, Y/N Yes Yes Yes Yes Cap 687 660 642 671 Service Time 3.276 3.484 3.627 3.392 HCM Lane V/C Ratio 0.418 0.367 0.192 0.292 HCM Control Delay 12 11.6 9.9 10.6 HCM Lane LOS BBAB HCM 95th-tile Q 2.1 1.7 0.7 1.2 6.3-90 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITH PROJECT CONDITIONS  6.3-91 This Page Intentionally Left Blank 6.3-92 Lanes, Volumes, Timings EAP AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)46 17 2 32 49 66 4 335 89 93 268 49 Future Volume (vph)46 17 2 32 49 66 4 335 89 93 268 49 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-93 HCM 6th AWSC EAP AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 17 2 32 49 66 4 335 89 93 268 49 Future Vol, veh/h 46 17 2 32 49 66 4 335 89 93 268 49 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 49 18 2 34 52 70 4 356 95 99 285 52 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 11.2 10.6 12.8 11.6 HCM LOS BBBB Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 56% 0% 100% 0% 0% 100% 20% 0% 100% Vol Right, %0% 0% 44% 0% 0% 100% 0% 0% 80% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 4 223 201 46 17 2 32 33 82 93 179 LT Vol 4 0 0 46 0 0 32 0 0 93 0 Through Vol 0 223 112 0 17 0 0 33 16 0 179 RT Vol 0089002006600 Lane Flow Rate 4 238 213 49 18 2 34 35 88 99 190 Geometry Grp 88888888888 Degree of Util (X) 0.008 0.417 0.356 0.107 0.037 0.004 0.072 0.069 0.16 0.188 0.335 Departure Headway (Hd)6.812 6.312 6.001 7.844 7.344 6.644 7.639 7.139 6.578 6.841 6.341 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 524 570 598 455 486 536 468 500 543 523 566 Service Time 4.565 4.065 3.754 5.619 5.119 4.419 5.407 4.907 4.346 4.594 4.094 HCM Lane V/C Ratio 0.008 0.418 0.356 0.108 0.037 0.004 0.073 0.07 0.162 0.189 0.336 HCM Control Delay 9.6 13.5 12.1 11.6 10.4 9.4 11 10.4 10.6 11.2 12.3 HCM Lane LOS ABBBBABBBBB HCM 95th-tile Q 0 2 1.6 0.4 0.1 0 0.2 0.2 0.6 0.7 1.5 6.3-94 Lanes, Volumes, Timings EAP AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)31 84 1 415 31 128 406 Future Volume (vph)31 84 1 415 31 128 406 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 3 2 Detector Phase 3352216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)16.0 16.0 13.0 28.0 28.0 16.0 31.0 Total Split (%)26.7% 26.7% 21.7% 46.7% 46.7% 26.7% 51.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.3-95 HCM 6th Signalized Intersection Summary EAP AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 31 84 1 415 31 128 406 Future Volume (veh/h) 31 84 1 415 31 128 406 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 36 97 477 36 147 467 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 195 173 1980 883 201 2610 Arrive On Green 0.11 0.11 0.57 0.57 0.12 0.75 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 36 97 477 36 147 467 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.1 3.6 4.1 0.6 4.9 2.3 Cycle Q Clear(g_c), s 1.1 3.6 4.1 0.6 4.9 2.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 195 173 1980 883 201 2610 V/C Ratio(X) 0.18 0.56 0.24 0.04 0.73 0.18 Avail Cap(c_a), veh/h 347 309 1980 883 347 2610 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.1 25.2 6.4 5.6 25.6 2.1 Incr Delay (d2), s/veh 0.5 2.8 0.3 0.1 5.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.3 1.0 0.1 2.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.6 28.0 6.7 5.7 30.7 2.2 LnGrp LOS C C A A C A Approach Vol, veh/h 133 513 614 Approach Delay, s/veh 27.1 6.6 9.1 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.9 38.3 49.3 10.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 23.5 26.5 11.5 Max Q Clear Time (g_c+I1), s 6.9 6.1 4.3 5.6 Green Ext Time (p_c), s 0.1 2.6 2.7 0.2 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. 6.3-96 Lanes, Volumes, Timings EAP AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 222 378 49 166 44 256 290 44 70 232 20 Future Volume (vph)19 222 378 49 166 44 256 290 44 70 232 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-97 HCM 6th AWSC EAP AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh57.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 222 378 49 166 44 256 290 44 70 232 20 Future Vol, veh/h 19 222 378 49 166 44 256 290 44 70 232 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 21 249 425 55 187 49 288 326 49 79 261 22 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 120.8 18 29.5 19.8 HCM LOS F C D C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 69% 0% 100% 16% 0% 100% 56% 0% 100% 79% Vol Right, %0% 0% 31% 0% 0% 84% 0% 0% 44% 0% 0% 21% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 256 193 141 19 148 452 49 111 99 70 155 97 LT Vol 256 0 0 19 0 0 49 0 0 70 0 0 Through Vol 0 193 97 0 148 74 0 111 55 0 155 77 RT Vol 0 0 44 0 0 378 0 0 44 0 0 20 Lane Flow Rate 288 217 158 21 166 508 55 124 112 79 174 109 Geometry Grp 888888888888 Degree of Util (X) 0.773 0.555 0.394 0.059 0.437 1.251 0.166 0.358 0.312 0.231 0.487 0.302 Departure Headway (Hd) 10.135 9.635 9.416 9.955 9.455 8.86911.14510.64510.33510.94610.44610.302 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 360 378 384 361 382 411 324 339 350 330 348 351 Service Time 7.835 7.335 7.116 7.679 7.179 6.593 8.845 8.345 8.035 8.646 8.146 8.002 HCM Lane V/C Ratio 0.8 0.574 0.411 0.058 0.435 1.236 0.17 0.366 0.32 0.239 0.5 0.311 HCM Control Delay 40.1 23.7 18.1 13.3 19.3 158.6 16.1 19.2 17.7 16.9 22.7 17.4 HCM Lane LOS E C C B C F CCCCCC HCM 95th-tile Q 6.3 3.2 1.8 0.2 2.2 21.5 0.6 1.6 1.3 0.9 2.6 1.2 6.3-98 Lanes, Volumes, Timings EAP AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 222 378 49 166 44 256 290 44 70 232 20 Future Volume (vph)19 222 378 49 166 44 256 290 44 70 232 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 8 Detector Phase 5 2 16638874 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)9.0 30.5 9.0 30.5 30.5 9.0 30.5 30.5 9.0 30.5 Total Split (s)11.0 46.0 15.0 50.0 50.0 25.0 39.0 39.0 20.0 34.0 Total Split (%)9.2% 38.3% 12.5% 41.7% 41.7% 20.8% 32.5% 32.5% 16.7% 28.3% Yellow Time (s) 3.0 3.5 3.0 3.5 3.5 3.0 3.5 3.5 3.0 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.5 4.0 4.5 4.5 4.0 4.5 4.5 4.0 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 71 (59%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.3-99 HCM 6th Signalized Intersection Summary EAP AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 222 378 49 166 44 256 290 44 70 232 20 Future Volume (veh/h) 19 222 378 49 166 44 256 290 44 70 232 20 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 21 249 425 55 187 49 288 326 49 79 261 22 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 36 797 711 71 1664 742 373 1031 460 102 795 66 Arrive On Green 0.02 0.46 0.46 0.04 0.48 0.48 0.11 0.30 0.30 0.06 0.25 0.25 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3232 270 Grp Volume(v), veh/h 21 249 425 55 187 49 288 326 49 79 139 144 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1772 Q Serve(g_s), s 1.4 10.9 24.6 3.8 3.6 2.0 10.0 8.8 2.8 5.4 7.9 8.0 Cycle Q Clear(g_c), s 1.4 10.9 24.6 3.8 3.6 2.0 10.0 8.8 2.8 5.4 7.9 8.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15 Lane Grp Cap(c), veh/h 36 797 711 71 1664 742 373 1031 460 102 425 436 V/C Ratio(X) 0.58 0.31 0.60 0.78 0.11 0.07 0.77 0.32 0.11 0.78 0.33 0.33 Avail Cap(c_a), veh/h 101 797 711 159 1664 742 589 1031 460 231 425 436 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.2 20.4 24.1 57.0 17.1 16.7 51.9 32.7 30.5 55.7 37.1 37.1 Incr Delay (d2), s/veh 24.4 0.9 3.2 31.0 0.1 0.2 7.1 0.8 0.5 23.0 2.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.3 8.8 2.2 1.3 0.7 4.4 3.6 1.1 2.9 3.5 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 82.6 21.3 27.3 88.0 17.2 16.9 59.0 33.5 31.0 78.7 39.1 39.2 LnGrp LOS F C C F B B E C C E D D Approach Vol, veh/h 695 291 663 362 Approach Delay, s/veh 26.8 30.5 44.4 47.8 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.9 59.8 17.3 34.0 6.5 62.2 11.0 40.2 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 11.0 41.5 21.0 29.5 7.0 45.5 16.0 34.5 Max Q Clear Time (g_c+I1), s 5.8 26.6 12.0 10.0 3.4 5.6 7.4 10.8 Green Ext Time (p_c), s 0.1 3.3 1.3 1.3 0.0 1.2 0.2 2.0 Intersection Summary HCM 6th Ctrl Delay 36.9 HCM 6th LOS D 6.3-100 Lanes, Volumes, Timings EAP AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)65 375 42 28 331 72 94 252 25 63 239 60 Future Volume (vph)65 375 42 28 331 72 94 252 25 63 239 60 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 49.0 49.0 16.0 42.0 42.0 18.0 40.0 40.0 15.0 37.0 37.0 Total Split (%)19.2% 40.8% 40.8% 13.3% 35.0% 35.0% 15.0% 33.3% 33.3% 12.5% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.3-101 HCM 6th Signalized Intersection Summary EAP AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 375 42 28 331 72 94 252 25 63 239 60 Future Volume (veh/h) 65 375 42 28 331 72 94 252 25 63 239 60 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 75 431 48 32 380 83 108 290 29 72 275 69 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 96 1602 714 66 1543 688 191 1024 457 178 1011 451 Arrive On Green 0.06 0.46 0.46 0.04 0.45 0.45 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 75 431 48 32 380 83 108 290 29 72 275 69 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.1 9.2 2.1 2.2 8.2 3.8 3.8 7.7 1.6 2.5 7.3 4.0 Cycle Q Clear(g_c), s 5.1 9.2 2.1 2.2 8.2 3.8 3.8 7.7 1.6 2.5 7.3 4.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 96 1602 714 66 1543 688 191 1024 457 178 1011 451 V/C Ratio(X) 0.78 0.27 0.07 0.48 0.25 0.12 0.57 0.28 0.06 0.40 0.27 0.15 Avail Cap(c_a), veh/h 267 1602 714 166 1543 688 379 1024 457 294 1011 451 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 19.8 17.9 56.5 20.7 19.5 55.2 32.5 30.3 55.0 32.7 31.5 Incr Delay (d2), s/veh 12.9 0.4 0.2 5.3 0.4 0.4 2.6 0.7 0.3 1.5 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.6 0.7 1.0 3.2 1.3 1.6 3.2 0.6 1.1 3.1 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.9 20.2 18.0 61.9 21.1 19.8 57.8 33.2 30.6 56.4 33.3 32.2 LnGrp LOS E C B E C B E C C E C C Approach Vol, veh/h 554 495 427 416 Approach Delay, s/veh 26.6 23.5 39.2 37.1 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 40.0 9.1 60.0 11.3 39.6 11.1 58.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.5 11.5 44.5 13.5 32.5 18.5 37.5 Max Q Clear Time (g_c+I1), s 4.5 9.7 4.2 11.2 5.8 9.3 7.1 10.2 Green Ext Time (p_c), s 0.1 1.7 0.0 2.9 0.1 1.7 0.1 2.4 Intersection Summary HCM 6th Ctrl Delay 31.0 HCM 6th LOS C 6.3-102 Lanes, Volumes, Timings EAP AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)70 324 64 24 336 33 115 270 33 55 294 104 Future Volume (vph)70 324 64 24 336 33 115 270 33 55 294 104 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 47.0 47.0 16.0 41.0 41.0 19.0 42.0 42.0 15.0 38.0 38.0 Total Split (%)18.3% 39.2% 39.2% 13.3% 34.2% 34.2% 15.8% 35.0% 35.0% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.3-103 HCM 6th Signalized Intersection Summary EAP AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 324 64 24 336 33 115 270 33 55 294 104 Future Volume (veh/h) 70 324 64 24 336 33 115 270 33 55 294 104 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 71 331 65 24 343 34 117 276 34 56 300 106 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 92 1578 704 56 1506 672 192 1081 482 166 1054 470 Arrive On Green 0.05 0.46 0.46 0.03 0.44 0.44 0.06 0.31 0.31 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 71 331 65 24 343 34 117 276 34 56 300 106 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 4.9 6.9 2.9 1.6 7.5 1.5 4.1 7.2 1.9 1.9 7.9 6.2 Cycle Q Clear(g_c), s 4.9 6.9 2.9 1.6 7.5 1.5 4.1 7.2 1.9 1.9 7.9 6.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 92 1578 704 56 1506 672 192 1081 482 166 1054 470 V/C Ratio(X) 0.77 0.21 0.09 0.43 0.23 0.05 0.61 0.26 0.07 0.34 0.28 0.23 Avail Cap(c_a), veh/h 253 1578 704 166 1506 672 407 1081 482 294 1054 470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 19.6 18.5 57.0 21.2 19.6 55.3 30.8 29.0 55.1 31.8 31.1 Incr Delay (d2), s/veh 12.9 0.3 0.3 5.2 0.4 0.1 3.1 0.6 0.3 1.2 0.7 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.7 1.0 0.8 2.9 0.5 1.8 2.9 0.7 0.8 3.3 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.0 19.9 18.8 62.2 21.6 19.7 58.3 31.4 29.3 56.3 32.4 32.3 LnGrp LOS EBBECBECCECC Approach Vol, veh/h 467 401 427 462 Approach Delay, s/veh 27.2 23.9 38.6 35.3 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.4 59.2 11.4 41.1 10.8 56.7 10.4 42.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 42.5 14.5 33.5 17.5 36.5 10.5 37.5 Max Q Clear Time (g_c+I1), s 3.6 8.9 6.1 9.9 6.9 9.5 3.9 9.2 Green Ext Time (p_c), s 0.0 2.2 0.2 2.0 0.1 2.1 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 31.3 HCM 6th LOS C 6.3-104 Lanes, Volumes, Timings EAP AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 42 7 375 5 121 27 562 146 27 Future Volume (vph)8 10 13 42 7 375 5 121 27 562 146 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-105 HCM 6th AWSC EAP AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh79.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 42 7 375 5 121 27 562 146 27 Future Vol, veh/h 8 10 13 42 7 375 5 121 27 562 146 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 47 8 417 6 134 30 624 162 30 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 12.1 28.6 12.8 125.1 HCM LOS B D B F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %8% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %92% 69% 0% 100% 20% 0% 100% 0% 0% 100% 64% Vol Right, %0% 31% 0% 0% 80% 0% 0% 100% 0% 0% 36% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 66 88 8 7 16 42 7 375 562 97 76 LT Vol 50800420056200 Through Vol 61 61 07307009749 RT Vol 0 27 0 0 13 0 0 375 0 0 27 Lane Flow Rate 73 97 9 7 18 47 8 417 624 108 84 Geometry Grp 88888888888 Degree of Util (X) 0.162 0.21 0.022 0.018 0.041 0.102 0.016 0.777 1.271 0.205 0.154 Departure Headway (Hd) 8.33 8.076 9.772 9.257 8.683 8.45 7.942 7.231 7.327 6.826 6.576 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 433 447 369 389 415 427 453 504 500 525 544 Service Time 6.03 5.776 7.472 6.957 6.383 6.15 5.642 4.931 5.08 4.579 4.329 HCM Lane V/C Ratio 0.169 0.217 0.024 0.018 0.043 0.11 0.018 0.827 1.248 0.206 0.154 HCM Control Delay 12.6 12.9 12.7 12.1 11.8 12.1 10.8 30.8 160.2 11.3 10.5 HCM Lane LOS BBBBBBBDFBB HCM 95th-tile Q 0.6 0.8 0.1 0.1 0.1 0.3 0 7 25.6 0.8 0.5 6.3-106 Lanes, Volumes, Timings EAP AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 42 7 375 5 121 27 562 146 27 Future Volume (vph)8 10 13 42 7 375 5 121 27 562 146 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm Protected Phases 2 6488 44 Permitted Phases 2 6 6 4 Detector Phase 2 2 66488 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)37.0 37.0 37.0 37.0 50.0 33.0 33.0 50.0 50.0 50.0 Total Split (%)30.8% 30.8% 30.8% 30.8% 41.7% 27.5% 27.5% 41.7% 41.7% 41.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84.5 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.3-107 HCM 6th Signalized Intersection Summary EAP AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 42 7 375 5 121 27 562 146 27 Future Volume (veh/h) 8 10 13 42 7 375 5 121 27 562 146 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 47 8 417 6 134 30 624 162 30 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 318 469 418 426 493 1003 29 656 152 1276 1312 585 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.24 0.24 0.24 0.38 0.38 0.38 Sat Flow, veh/h 962 1730 1543 1386 1821 1543 121 2761 639 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 47 8 417 90 0 80 624 162 30 Grp Sat Flow(s),veh/h/ln 962 1730 1543 1386 1821 1543 1815 0 1706 1682 1730 1543 Q Serve(g_s), s 0.8 0.6 0.8 3.1 0.4 15.5 4.8 0.0 4.5 17.0 3.7 1.5 Cycle Q Clear(g_c), s 1.2 0.6 0.8 3.9 0.4 15.5 4.8 0.0 4.5 17.0 3.7 1.5 Prop In Lane 1.00 1.00 1.00 1.00 0.07 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 318 469 418 426 493 1003 431 0 405 1276 1312 585 V/C Ratio(X) 0.03 0.02 0.03 0.11 0.02 0.42 0.21 0.00 0.20 0.49 0.12 0.05 Avail Cap(c_a), veh/h 318 469 418 426 493 1003 431 0 405 1276 1312 585 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.92 0.92 0.92 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 32.1 32.2 33.6 32.0 10.1 36.7 0.0 36.6 28.4 24.3 23.6 Incr Delay (d2), s/veh 0.2 0.1 0.1 0.1 0.0 0.3 1.1 0.0 1.1 1.3 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.3 1.0 0.2 11.7 2.2 0.0 1.9 6.6 1.5 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.7 32.2 32.3 33.7 32.1 10.3 37.8 0.0 37.7 29.7 24.5 23.8 LnGrp LOS CCCCCBDADCCC Approach Vol, veh/h 34 472 170 816 Approach Delay, s/veh 32.4 13.0 37.7 28.5 Approach LOS C B D C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 37.0 50.0 37.0 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 45.5 32.5 28.5 Max Q Clear Time (g_c+I1), s 3.2 19.0 17.5 6.8 Green Ext Time (p_c), s 0.1 3.2 1.4 0.7 Intersection Summary HCM 6th Ctrl Delay 24.7 HCM 6th LOS C 6.3-108 Lanes, Volumes, Timings EAP AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 103 340 303 10 296 277 200 335 22 186 469 70 Future Volume (vph) 103 340 303 10 296 277 200 335 22 186 469 70 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.3-109 HCM 6th Roundabout EAP AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 21.9 Intersection LOS C Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 803 627 599 779 Demand Flow Rate, veh/h 819 639 610 794 Vehicles Circulating, veh/h 729 699 690 554 Vehicles Exiting, veh/h 543 577 525 480 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 14.0 6.9 32.1 34.4 Approach LOS B A D D Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 333 4.976 304 4.976 24 4.976 76 Entry Flow, veh/h 486 1887 335 1887 586 1887 718 1887 Cap Entry Lane, veh/h 656 0.980 676 0.980 683 0.980 784 0.980 Entry HV Adj Factor 0.981 326 0.981 298 0.981 24 0.980 75 Flow Entry, veh/h 477 1850 329 1850 575 1850 704 1850 Cap Entry, veh/h 643 0.176 664 0.161 670 0.013 769 0.041 V/C Ratio 0.741 0.0 0.495 0.0 0.858 0.0 0.916 0.0 Control Delay, s/veh 23.5 A 13.1 A 33.4 A 38.1 A LOS C1B1D0E0 95th %tile Queue, veh 7 3 10 13 6.3-110 Lanes, Volumes, Timings EAP AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 12411213667133773746 Future Volume (vph)31 12411213667133773746 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)61.0 61.0 61.0 61.0 61.0 61.0 20.0 39.0 20.0 39.0 Total Split (%)50.8% 50.8% 50.8% 50.8% 50.8% 50.8% 16.7% 32.5% 16.7% 32.5% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 90 (75%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.3-111 HCM 6th Signalized Intersection Summary EAP AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 12411213667133773746 Future Volume (veh/h) 31 12411213667133773746 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 33 12411314717144079249 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 60 1 145 54 8 145 65 3364 66 128 3382 208 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.04 0.67 0.67 0.07 0.71 0.71 Sat Flow, veh/h 7 10 1543 4 82 1543 1734 5020 98 1734 4787 295 Grp Volume(v), veh/h 34 0250131447325840547294 Grp Sat Flow(s),veh/h/ln 17 0 1543 86 0 1543 1734 1657 1804 1734 1657 1768 Q Serve(g_s), s 0.1 0.0 0.1 0.0 0.0 0.9 0.9 6.6 6.6 2.6 7.0 7.0 Cycle Q Clear(g_c), s 11.3 0.0 0.1 11.2 0.0 0.9 0.9 6.6 6.6 2.6 7.0 7.0 Prop In Lane 0.97 1.00 0.80 1.00 1.00 0.05 1.00 0.17 Lane Grp Cap(c), veh/h 61 0 145 62 0 145 65 2221 1209 128 2341 1249 V/C Ratio(X) 0.56 0.00 0.01 0.08 0.00 0.09 0.22 0.21 0.21 0.31 0.23 0.24 Avail Cap(c_a), veh/h 574 0 707 602 0 707 202 2221 1209 202 2341 1249 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 Uniform Delay (d), s/veh 59.7 0.0 49.3 49.9 0.0 49.7 56.1 7.6 7.6 52.7 6.2 6.2 Incr Delay (d2), s/veh 16.1 0.0 0.1 1.2 0.0 0.6 3.5 0.2 0.4 2.4 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 0.1 0.2 0.0 0.4 0.5 2.0 2.2 1.2 2.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.8 0.0 49.4 51.1 0.0 50.3 59.6 7.8 8.0 55.1 6.4 6.6 LnGrp LOS E A D D A D EAAEAA Approach Vol, veh/h 36 18 745 881 Approach Delay, s/veh 74.4 50.5 8.9 8.7 Approach LOS E D A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.8 87.9 17.3 10.5 92.2 17.3 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 31.5 55.0 14.0 31.5 55.0 Max Q Clear Time (g_c+I1), s 4.6 8.6 13.3 2.9 9.0 13.2 Green Ext Time (p_c), s 0.1 7.7 0.3 0.0 9.0 0.1 Intersection Summary HCM 6th Ctrl Delay 10.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 6.3-112 Lanes, Volumes, Timings EAP AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 213 295 54 77 317 202 82 580 48 121 682 338 Future Volume (vph) 213 295 54 77 317 202 82 580 48 121 682 338 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.3-113 HCM 6th Signalized Intersection Summary EAP AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 213 295 54 77 317 202 82 580 48 121 682 338 Future Volume (veh/h) 213 295 54 77 317 202 82 580 48 121 682 338 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 217 301 55 79 323 206 84 592 49 123 696 345 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 242 1148 512 161 519 439 163 1253 389 331 1275 396 Arrive On Green 0.14 0.33 0.33 0.09 0.28 0.28 0.03 0.08 0.08 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 217 301 55 79 323 206 84 592 49 123 696 345 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 14.8 7.6 3.0 5.2 18.5 13.2 5.7 13.6 3.5 4.1 14.5 25.7 Cycle Q Clear(g_c), s 14.8 7.6 3.0 5.2 18.5 13.2 5.7 13.6 3.5 4.1 14.5 25.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 242 1148 512 161 519 439 163 1253 389 331 1275 396 V/C Ratio(X) 0.90 0.26 0.11 0.49 0.62 0.47 0.52 0.47 0.13 0.37 0.55 0.87 Avail Cap(c_a), veh/h 246 1148 512 173 519 439 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.7 29.3 27.8 51.7 37.3 35.4 55.5 47.4 42.8 50.6 38.6 42.7 Incr Delay (d2), s/veh 30.8 0.6 0.4 0.9 5.6 3.6 0.9 0.4 0.2 0.3 0.5 17.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 3.1 1.1 2.2 8.8 5.3 2.5 6.0 1.4 1.7 5.7 11.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.6 29.9 28.2 52.6 42.9 39.0 56.4 47.8 43.0 50.9 39.1 60.2 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 573 608 725 1164 Approach Delay, s/veh 49.3 42.8 48.5 46.6 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.8 37.8 17.1 47.3 17.3 38.3 22.8 41.7 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 6.1 15.6 7.2 9.6 7.7 27.7 16.8 20.5 Green Ext Time (p_c), s 0.1 4.6 0.0 3.7 0.0 3.1 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 46.8 HCM 6th LOS D 6.3-114 Lanes, Volumes, Timings EAP AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)36 50 23 136 156 19 Future Volume (vph)36 50 23 136 156 19 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-115 HCM 6th AWSC EAP AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 36 50 23 136 156 19 Future Vol, veh/h 36 50 23 136 156 19 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 43 60 28 164 188 23 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 9.2 8.5 10.5 HCM LOS A A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %42% 0% 0% 100% 0% Vol Thru, %58% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 86 23 136 156 19 LT Vol 36 0 0 156 0 Through Vol 50 23 0 0 0 RT Vol 0 0 136 0 19 Lane Flow Rate 104 28 164 188 23 Geometry Grp 47777 Degree of Util (X) 0.151 0.04 0.207 0.299 0.029 Departure Headway (Hd)5.244 5.253 4.549 5.731 4.525 Convergence, Y/N Yes Yes Yes Yes Yes Cap 684 682 788 626 788 Service Time 3.279 2.982 2.278 3.473 2.268 HCM Lane V/C Ratio 0.152 0.041 0.208 0.3 0.029 HCM Control Delay 9.2 8.2 8.5 10.9 7.4 HCM Lane LOS AAABA HCM 95th-tile Q 0.5 0.1 0.8 1.3 0.1 6.3-116 Lanes, Volumes, Timings EAP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 82 125 4 65 26 98 74 2 25 71 55 Future Volume (vph)42 82 125 4 65 26 98 74 2 25 71 55 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-117 HCM 6th AWSC EAP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 82 125 4 65 26 98 74 2 25 71 55 Future Vol, veh/h 42 82 125 4 65 26 98 74 2 25 71 55 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 46 90 137 4 71 29 108 81 2 27 78 60 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 10 10.2 10.5 9.5 HCM LOS ABBA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 34% 0% 4% 100% 0% 0% Vol Thru, %0% 97% 66% 0% 68% 0% 100% 0% Vol Right, %0% 3% 0% 100% 27% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 98 76 124 125 95 25 71 55 LT Vol 98 0 42 0 4 25 0 0 Through Vol 0 74 82 0 65 0 71 0 RT Vol 0 2 0 125 26 0 0 55 Lane Flow Rate 108 84 136 137 104 27 78 60 Geometry Grp 88888888 Degree of Util (X) 0.199 0.142 0.232 0.2 0.178 0.051 0.135 0.093 Departure Headway (Hd)6.651 6.126 6.127 5.253 6.142 6.732 6.226 5.517 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 540 585 586 683 584 532 576 649 Service Time 4.386 3.86 3.86 2.986 3.881 4.468 3.962 3.252 HCM Lane V/C Ratio 0.2 0.144 0.232 0.201 0.178 0.051 0.135 0.092 HCM Control Delay 11 9.9 10.7 9.3 10.2 9.8 9.9 8.8 HCM Lane LOS BABABAAA HCM 95th-tile Q 0.7 0.5 0.9 0.7 0.6 0.2 0.5 0.3 6.3-118 Lanes, Volumes, Timings EAP AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)67 105 32 18 58 41 25 115 13 31 167 49 Future Volume (vph)67 105 32 18 58 41 25 115 13 31 167 49 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-119 HCM 6th AWSC EAP AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 67 105 32 18 58 41 25 115 13 31 167 49 Future Vol, veh/h 67 105 32 18 58 41 25 115 13 31 167 49 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 80 125 38 21 69 49 30 137 15 37 199 58 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 11.7 10 10.8 11.6 HCM LOS BABB Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %16% 33% 15% 16% 0% Vol Thru, %75% 51% 50% 84% 0% Vol Right, % 8% 16% 35% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 153 204 117 198 49 LT Vol 25 67 18 31 0 Through Vol 115 105 58 167 0 RT Vol 13 32 41 0 49 Lane Flow Rate 182 243 139 236 58 Geometry Grp 52277 Degree of Util (X) 0.282 0.368 0.213 0.389 0.084 Departure Headway (Hd)5.576 5.454 5.493 5.943 5.154 Convergence, Y/N Yes Yes Yes Yes Yes Cap 643 658 652 606 694 Service Time 3.619 3.496 3.541 3.681 2.892 HCM Lane V/C Ratio 0.283 0.369 0.213 0.389 0.084 HCM Control Delay 10.8 11.7 10 12.4 8.4 HCM Lane LOS BBABA HCM 95th-tile Q 1.2 1.7 0.8 1.8 0.3 6.3-120 Lanes, Volumes, Timings EAP AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)67 105 32 18 58 41 25 115 13 31 167 49 Future Volume (vph)67 105 32 18 58 41 25 115 13 31 167 49 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)61.0 61.0 61.0 61.0 59.0 59.0 59.0 59.0 59.0 Total Split (%)50.8% 50.8% 50.8% 50.8% 49.2% 49.2% 49.2% 49.2% 49.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.3-121 HCM 6th Signalized Intersection Summary EAP AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 67 105 32 18 58 41 25 115 13 31 167 49 Future Volume (veh/h) 67 105 32 18 58 41 25 115 13 31 167 49 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 80 125 38 21 69 49 30 137 15 37 199 58 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %222222222222 Cap, veh/h 120 155 44 60 165 104 213 951 101 209 1102 1151 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.75 0.75 0.75 0.75 0.75 0.75 Sat Flow, veh/h 450 868 244 142 921 579 238 1274 136 234 1476 1543 Grp Volume(v), veh/h 243 0 0 139 0 0 182 0 0 236 0 58 Grp Sat Flow(s),veh/h/ln 1563 0 0 1642 0 0 1648 0 0 1710 0 1543 Q Serve(g_s), s 9.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 Cycle Q Clear(g_c), s 18.1 0.0 0.0 8.7 0.0 0.0 3.4 0.0 0.0 4.5 0.0 1.2 Prop In Lane 0.33 0.16 0.15 0.35 0.16 0.08 0.16 1.00 Lane Grp Cap(c), veh/h 319 0 0 328 0 0 1265 0 0 1311 0 1151 V/C Ratio(X) 0.76 0.00 0.00 0.42 0.00 0.00 0.14 0.00 0.00 0.18 0.00 0.05 Avail Cap(c_a), veh/h 774 0 0 796 0 0 1265 0 0 1311 0 1151 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.8 0.0 0.0 44.0 0.0 0.0 4.3 0.0 0.0 4.4 0.0 4.0 Incr Delay (d2), s/veh 3.7 0.0 0.0 0.9 0.0 0.0 0.2 0.0 0.0 0.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 0.0 0.0 3.8 0.0 0.0 1.0 0.0 0.0 1.4 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.5 0.0 0.0 44.9 0.0 0.0 4.5 0.0 0.0 4.7 0.0 4.1 LnGrp LOS D A A D AAAAAAAA Approach Vol, veh/h 243 139 182 294 Approach Delay, s/veh 51.5 44.9 4.5 4.6 Approach LOS D D A A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 94.0 26.0 94.0 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 54.5 56.5 54.5 56.5 Max Q Clear Time (g_c+I1), s 5.4 20.1 6.5 10.7 Green Ext Time (p_c), s 1.0 1.3 1.5 0.9 Intersection Summary HCM 6th Ctrl Delay 24.4 HCM 6th LOS C 6.3-122 Lanes, Volumes, Timings EAP AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 112 13 20 66 34 12 172 25 67 191 13 Future Volume (vph)0 112 13 20 66 34 12 172 25 67 191 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-123 HCM 6th AWSC EAP AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh11.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 112 13 20 66 34 12 172 25 67 191 13 Future Vol, veh/h 0 112 13 20 66 34 12 172 25 67 191 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 132 15 24 78 40 14 202 29 79 225 15 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 10.8 11.6 13 10.7 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 17% 100% 0% 0% Vol Thru, %0% 87% 100% 100% 0% 55% 0% 100% 83% Vol Right, %0% 13% 0% 0% 100% 28% 0% 0% 17% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 12 197 0 112 13 120 67 127 77 LT Vol 120000206700 Through Vol 0 172 0 112 0 66 0 127 64 RT Vol 0 25 0 0 13 34 0 0 13 Lane Flow Rate 14 232 0 132 15 141 79 150 90 Geometry Grp 887778888 Degree of Util (X) 0.027 0.403 0 0.234 0.024 0.258 0.147 0.259 0.153 Departure Headway (Hd) 6.864 6.267 6.391 6.391 5.684 6.583 6.728 6.222 6.101 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 520 572 0 560 627 544 532 577 586 Service Time 4.62 4.022 4.148 4.148 3.44 4.346 4.481 3.974 3.854 HCM Lane V/C Ratio 0.027 0.406 0 0.236 0.024 0.259 0.148 0.26 0.154 HCM Control Delay 9.8 13.2 9.1 11.1 8.6 11.6 10.6 11.2 10 HCM Lane LOS A B N BABBBA HCM 95th-tile Q 0.1 1.9 0 0.9 0.1 1 0.5 1 0.5 6.3-124 Lanes, Volumes, Timings EAP AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 190 35 31 262 52 40 217 12 51 272 108 Future Volume (vph)39 190 35 31 262 52 40 217 12 51 272 108 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-125 HCM 6th AWSC EAP AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 66.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 190 35 31 262 52 40 217 12 51 272 108 Future Vol, veh/h 39 190 35 31 262 52 40 217 12 51 272 108 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 48 235 43 38 323 64 49 268 15 63 336 133 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 31.3 105.9 55.2 62.3 HCM LOS D F F F Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %15% 100% 0% 9% 16% 0% Vol Thru, %81% 0% 84% 76% 84% 0% Vol Right, % 4% 0% 16% 15% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 269 39 225 345 323 108 LT Vol 40 39 0 31 51 0 Through Vol 217 0 190 262 272 0 RT Vol 12 0 35 52 0 108 Lane Flow Rate 332 48 278 426 399 133 Geometry Grp 677677 Degree of Util (X) 0.882 0.133 0.722 1.096 1.002 0.306 Departure Headway (Hd)10.108 10.44 9.801 9.495 9.504 8.69 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 362 346 372 388 383 416 Service Time 8.108 8.14 7.501 7.495 7.204 6.39 HCM Lane V/C Ratio 0.917 0.139 0.747 1.098 1.042 0.32 HCM Control Delay 55.2 14.7 34.2 105.9 78.1 15.2 HCM Lane LOS F B D F F C HCM 95th-tile Q 8.5 0.5 5.5 15 12 1.3 6.3-126 Lanes, Volumes, Timings EAP AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 190 35 31 262 52 40 217 12 51 272 108 Future Volume (vph)39 190 35 31 262 52 40 217 12 51 272 108 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)59.0 59.0 59.0 59.0 61.0 61.0 61.0 61.0 61.0 Total Split (%)49.2% 49.2% 49.2% 49.2% 50.8% 50.8% 50.8% 50.8% 50.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.3-127 HCM 6th Signalized Intersection Summary EAP AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 190 35 31 262 52 40 217 12 51 272 108 Future Volume (veh/h) 39 190 35 31 262 52 40 217 12 51 272 108 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 48 235 43 38 323 64 49 268 15 63 336 133 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, %222222222222 Cap, veh/h 172 459 84 59 372 71 154 818 44 173 900 954 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.62 0.62 0.62 0.62 0.62 0.62 Sat Flow, veh/h 997 1498 274 87 1212 230 193 1323 72 224 1455 1543 Grp Volume(v), veh/h 48 0 278 425 0 0 332 0 0 399 0 133 Grp Sat Flow(s),veh/h/ln 997 0 1772 1529 0 0 1588 0 0 1679 0 1543 Q Serve(g_s), s 0.0 0.0 15.5 17.1 0.0 0.0 0.4 0.0 0.0 0.0 0.0 4.3 Cycle Q Clear(g_c), s 16.9 0.0 15.5 32.6 0.0 0.0 13.2 0.0 0.0 12.9 0.0 4.3 Prop In Lane 1.00 0.15 0.09 0.15 0.15 0.05 0.16 1.00 Lane Grp Cap(c), veh/h 172 0 543 501 0 0 1016 0 0 1073 0 954 V/C Ratio(X) 0.28 0.00 0.51 0.85 0.00 0.00 0.33 0.00 0.00 0.37 0.00 0.14 Avail Cap(c_a), veh/h 319 0 805 749 0 0 1016 0 0 1073 0 954 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.7 0.0 34.2 40.3 0.0 0.0 10.7 0.0 0.0 11.2 0.0 9.6 Incr Delay (d2), s/veh 0.9 0.0 0.7 5.9 0.0 0.0 0.9 0.0 0.0 1.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 6.4 12.2 0.0 0.0 3.9 0.0 0.0 4.9 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.6 0.0 35.0 46.2 0.0 0.0 11.6 0.0 0.0 12.2 0.0 9.9 LnGrp LOS D A C D AABAABAA Approach Vol, veh/h 326 425 332 532 Approach Delay, s/veh 35.1 46.2 11.6 11.6 Approach LOS D D B B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 78.7 41.3 78.7 41.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 56.5 54.5 56.5 54.5 Max Q Clear Time (g_c+I1), s 15.2 18.9 14.9 34.6 Green Ext Time (p_c), s 2.0 1.7 2.8 2.2 Intersection Summary HCM 6th Ctrl Delay 25.4 HCM 6th LOS C 6.3-128 Lanes, Volumes, Timings EAP AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 293 47 20 305 133 47 227 9 110 319 39 Future Volume (vph)84 293 47 20 305 133 47 227 9 110 319 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-129 HCM 6th AWSC EAP AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh54.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 84 293 47 20 305 133 47 227 9 110 319 39 Future Vol, veh/h 84 293 47 20 305 133 47 227 9 110 319 39 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 101 353 57 24 367 160 57 273 11 133 384 47 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 74.8 41.8 90.4 25.7 HCM LOS F E F D Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %17% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %80% 0% 100% 0% 0% 100% 43% 0% 100% 73% Vol Right, %3% 0% 0% 100% 0% 0% 57% 0% 0% 27% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 283 84 293 47 20 203 235 110 213 145 LT Vol 47 84 0 0 20 0 0 110 0 0 Through Vol 227 0 293 0 0 203 102 0 213 106 RT Vol 9 0 0 47 0 0 133 0 0 39 Lane Flow Rate 341 101 353 57 24 245 283 133 256 175 Geometry Grp 8888888777 Degree of Util (X) 1.025 0.316 1.054 0.158 0.075 0.727 0.808 0.373 0.686 0.46 Departure Headway (Hd) 10.82511.763 11.2310.48411.81511.28110.85610.67310.146 9.948 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 334 308 325 344 305 323 336 339 359 364 Service Time 8.62 9.463 8.93 8.184 9.515 8.981 8.556 8.373 7.846 7.648 HCM Lane V/C Ratio 1.021 0.328 1.086 0.166 0.079 0.759 0.842 0.392 0.713 0.481 HCM Control Delay 90.4 19.8 100.1 15.1 15.5 38.9 46.6 19.6 32.3 20.8 HCM Lane LOS F C F C C E E C D C HCM 95th-tile Q 11.8 1.3 12.4 0.6 0.2 5.4 6.8 1.7 4.9 2.3 6.3-130 Lanes, Volumes, Timings EAP AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 293 47 20 305 133 47 227 9 110 319 39 Future Volume (vph)84 293 47 20 305 133 47 227 9 110 319 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)32.0 32.0 32.0 32.0 32.0 32.0 28.0 28.0 28.0 28.0 Total Split (%)53.3% 53.3% 53.3% 53.3% 53.3% 53.3% 46.7% 46.7% 46.7% 46.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.3-131 HCM 6th Signalized Intersection Summary EAP AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 293 47 20 305 133 47 227 9 110 319 39 Future Volume (veh/h) 84 293 47 20 305 133 47 227 9 110 319 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 101 353 57 24 367 160 57 273 11 133 384 47 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 465 835 707 440 1586 707 137 561 21 516 1216 148 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow, veh/h 876 1821 1543 976 3460 1543 171 1432 53 1095 3106 378 Grp Volume(v), veh/h 101 353 57 24 367 160 341 0 0 133 213 218 Grp Sat Flow(s),veh/h/ln 876 1821 1543 976 1730 1543 1657 0 0 1095 1730 1753 Q Serve(g_s), s 4.7 7.8 1.2 1.0 3.9 3.8 0.3 0.0 0.0 0.0 5.1 5.2 Cycle Q Clear(g_c), s 8.6 7.8 1.2 8.8 3.9 3.8 8.5 0.0 0.0 6.6 5.1 5.2 Prop In Lane 1.00 1.00 1.00 1.00 0.17 0.03 1.00 0.22 Lane Grp Cap(c), veh/h 465 835 707 440 1586 707 719 0 0 516 678 687 V/C Ratio(X) 0.22 0.42 0.08 0.05 0.23 0.23 0.47 0.00 0.00 0.26 0.31 0.32 Avail Cap(c_a), veh/h 465 835 707 440 1586 707 719 0 0 516 678 687 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.5 10.9 9.1 13.9 9.8 9.8 13.7 0.0 0.0 13.1 12.7 12.7 Incr Delay (d2), s/veh 1.1 1.6 0.2 0.2 0.3 0.7 2.2 0.0 0.0 1.2 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.6 0.3 0.2 1.1 1.0 3.1 0.0 0.0 1.2 1.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.5 12.5 9.4 14.1 10.2 10.6 15.9 0.0 0.0 14.3 13.9 13.9 LnGrp LOS BBABBBBAABBB Approach Vol, veh/h 511 551 341 564 Approach Delay, s/veh 12.3 10.5 15.9 14.0 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 32.0 28.0 32.0 28.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 23.5 27.5 23.5 Max Q Clear Time (g_c+I1), s 10.6 8.6 10.8 10.5 Green Ext Time (p_c), s 2.3 2.4 2.4 1.5 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B 6.3-132 Lanes, Volumes, Timings EAP AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)20 251 44 31 360 124 29 348 28 77 393 31 Future Volume (vph)20 251 44 31 360 124 29 348 28 77 393 31 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.3-133 HCM 6th Signalized Intersection Summary EAP AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 251 44 31 360 124 29 348 28 77 393 31 Future Volume (veh/h) 20 251 44 31 360 124 29 348 28 77 393 31 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 24 295 52 36 424 146 34 409 33 91 462 36 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 189 538 456 285 538 610 102 1313 106 172 1449 113 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.06 0.40 0.40 0.10 0.45 0.44 Sat Flow, veh/h 842 1821 1543 1034 1821 1543 1734 3244 261 1734 3253 253 Grp Volume(v), veh/h 24 295 52 36 424 146 34 217 225 91 245 253 Grp Sat Flow(s),veh/h/ln 842 1821 1543 1034 1821 1543 1734 1730 1774 1734 1730 1776 Q Serve(g_s), s 1.6 8.2 1.5 1.8 12.8 3.8 1.1 5.1 5.2 3.0 5.5 5.5 Cycle Q Clear(g_c), s 14.4 8.2 1.5 10.0 12.8 3.8 1.1 5.1 5.2 3.0 5.5 5.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.14 Lane Grp Cap(c), veh/h 189 538 456 285 538 610 102 701 718 172 771 791 V/C Ratio(X) 0.13 0.55 0.11 0.13 0.79 0.24 0.33 0.31 0.31 0.53 0.32 0.32 Avail Cap(c_a), veh/h 249 668 566 358 668 719 217 701 718 231 771 791 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.0 17.8 15.4 22.0 19.4 12.1 27.1 12.1 12.2 25.7 10.7 10.8 Incr Delay (d2), s/veh 0.3 0.9 0.1 0.2 5.0 0.2 1.9 1.2 1.1 2.5 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.9 0.4 0.4 5.2 1.0 0.5 1.8 1.8 1.2 1.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.3 18.6 15.5 22.2 24.4 12.3 29.0 13.3 13.3 28.2 11.8 11.8 LnGrp LOS C B B C C B C B B C B B Approach Vol, veh/h 371 606 476 589 Approach Delay, s/veh 18.7 21.4 14.4 14.4 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 28.3 21.7 7.5 30.7 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 5.0 7.2 16.4 3.1 7.5 14.8 Green Ext Time (p_c), s 0.0 1.6 0.8 0.0 1.9 1.7 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B 6.3-134 Lanes, Volumes, Timings EAP AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 104 12 2 81 4 6 91 3 13 141 16 Future Volume (vph)19 104 12 2 81 4 6 91 3 13 141 16 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-135 HCM 6th AWSC EAP AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 104 12 2 81 4 6 91 3 13 141 16 Future Vol, veh/h 19 104 12 2 81 4 6 91 3 13 141 16 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 20 111 13 2 86 4 6 97 3 14 150 17 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.8 8.5 8.5 9 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %6% 14% 2% 8% Vol Thru, %91% 77% 93% 83% Vol Right, % 3% 9% 5% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 100 135 87 170 LT Vol 6 19 2 13 Through Vol 91 104 81 141 RT Vol 3 12 4 16 Lane Flow Rate 106 144 93 181 Geometry Grp 1111 Degree of Util (X) 0.139 0.187 0.122 0.23 Departure Headway (Hd)4.708 4.696 4.762 4.586 Convergence, Y/N Yes Yes Yes Yes Cap 761 763 751 781 Service Time 2.746 2.735 2.804 2.62 HCM Lane V/C Ratio 0.139 0.189 0.124 0.232 HCM Control Delay 8.5 8.8 8.5 9 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.7 0.4 0.9 6.3-136 Lanes, Volumes, Timings EAP AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0 0 0 24 72 0 Future Volume (vph)0 0 0 24 72 0 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-137 HCM 6th TWSC EAP AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 6.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 24 72 0 Future Vol, veh/h 0 0 0 24 72 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 26 78 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 26 0 - 0 13 13 Stage 1 - - - - 13 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1588 - - - 1006 1067 Stage 1 - - - - 1010 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1588 - - - 1006 1067 Mov Cap-2 Maneuver - - - - 1006 - Stage 1 - - - - 1010 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1588 - - - 1006 HCM Lane V/C Ratio ----0.078 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.3 6.3-138 Lanes, Volumes, Timings EAP AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 207 15 19 221 228 67 Future Volume (vph) 207 15 19 221 228 67 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 125 Travel Time (s)13.6 12.0 1.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-139 HCM 6th TWSC EAP AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 4.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 207 15 19 221 228 67 Future Vol, veh/h 207 15 19 221 228 67 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 225 16 21 240 248 73 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 447 161 321 0 - 0 Stage 1 285 ----- Stage 2 162 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 540 855 1236 - - - Stage 1 738 ----- Stage 2 850 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 531 855 1236 - - - Mov Cap-2 Maneuver 592 ----- Stage 1 725 ----- Stage 2 850 ----- Approach EB NB SB HCM Control Delay, s 14.4 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1236 - 592 855 - - HCM Lane V/C Ratio 0.017 - 0.38 0.019 - - HCM Control Delay (s) 8 - 14.8 9.3 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.1 - 1.8 0.1 - - 6.3-140 Lanes, Volumes, Timings EAP AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)68 5 16 85 5 2 Future Volume (vph)68 5 16 85 5 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-141 HCM 6th TWSC EAP AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 68 5 16 85 5 2 Future Vol, veh/h 68 5 16 85 5 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 74 5 17 92 5 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 79 0 157 77 Stage 1 - - - - 77 - Stage 2 - - - - 80 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1518 - 826 983 Stage 1 - - - - 946 - Stage 2 - - - - 934 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1518 - 817 983 Mov Cap-2 Maneuver - - - - 796 - Stage 1 - - - - 936 - Stage 2 - - - - 934 - Approach EB WB NB HCM Control Delay, s 0 1.2 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)842 - - 1518 - HCM Lane V/C Ratio 0.009 - - 0.011 - HCM Control Delay (s) 9.3 - - 7.4 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0 - - 0 - 6.3-142 Lanes, Volumes, Timings EAP AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph)62 8 0 101 0 3 Future Volume (vph)62 8 0 101 0 3 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-143 HCM 6th TWSC EAP AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 62 8 0 101 0 3 Future Vol, veh/h 62 8 0 101 0 3 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 67 9 0 110 0 3 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 72 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 990 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----990 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)990 - - - HCM Lane V/C Ratio 0.003 - - - HCM Control Delay (s) 8.6 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - 6.3-144 Lanes, Volumes, Timings EAP AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 6 0 428 289 13 Future Volume (vph)0 6 0 428 289 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 268 288 Travel Time (s)5.7 3.7 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-145 HCM 6th TWSC EAP AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 6 0 428 289 13 Future Vol, veh/h 0 6 0 428 289 13 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 7 0 465 314 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 164 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 852 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 852 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 9.3 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 852 - - HCM Lane V/C Ratio - 0.008 - - HCM Control Delay (s) - 9.3 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - 0 - - 6.3-146 Lanes, Volumes, Timings EAP PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 74 5 93 38 125 5 358 58 93 497 49 Future Volume (vph)84 74 5 93 38 125 5 358 58 93 497 49 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-147 HCM 6th AWSC EAP PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 19.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 84 74 5 93 38 125 5 358 58 93 497 49 Future Vol, veh/h 84 74 5 93 38 125 5 358 58 93 497 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 91 80 5 101 41 136 5 389 63 101 540 53 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 14.5 14.6 19.2 23.8 HCM LOS B B C C Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 67% 0% 100% 0% 0% 100% 9% 0% 100% Vol Right, %0% 0% 33% 0% 0% 100% 0% 0% 91% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 5 239 177 84 74 5 93 25 138 93 331 LT Vol 5 0 0 84 0 0 93 0 0 93 0 Through Vol 0 239 119 0 74 0 0 25 13 0 331 RT Vol 00580050012500 Lane Flow Rate 5 259 193 91 80 5 101 28 150 101 360 Geometry Grp 88888888888 Degree of Util (X) 0.013 0.582 0.42 0.239 0.199 0.012 0.257 0.066 0.333 0.228 0.763 Departure Headway (Hd)8.58 8.08 7.851 9.425 8.925 8.225 9.15 8.65 8.015 8.127 7.627 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 416 446 457 380 401 433 391 413 447 441 472 Service Time 6.355 5.855 5.626 7.213 6.713 6.013 6.931 6.431 5.795 5.894 5.394 HCM Lane V/C Ratio 0.012 0.581 0.422 0.239 0.2 0.012 0.258 0.068 0.336 0.229 0.763 HCM Control Delay 11.5 21.6 16.2 15.2 13.9 11.1 15.1 12 14.8 13.3 31.1 HCM Lane LOS B C C C B B C B B B D HCM 95th-tile Q 0 3.6 2 0.9 0.7 0 1 0.2 1.4 0.9 6.6 6.3-148 Lanes, Volumes, Timings EAP PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)51 108 1 474 49 76 532 Future Volume (vph)51 108 1 474 49 76 532 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)22.0 22.0 12.0 25.0 25.0 13.0 26.0 Total Split (%)36.7% 36.7% 20.0% 41.7% 41.7% 21.7% 43.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.3-149 HCM 6th Signalized Intersection Summary EAP PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 51 108 1 474 49 76 532 Future Volume (veh/h) 51 108 1 474 49 76 532 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 57 121 533 55 85 598 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 206 184 1211 540 574 2587 Arrive On Green 0.12 0.12 0.35 0.35 0.33 0.75 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 57 121 533 55 85 598 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.8 4.5 7.1 0.8 2.1 3.2 Cycle Q Clear(g_c), s 1.8 4.5 7.1 0.8 2.1 3.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 206 184 1211 540 574 2587 V/C Ratio(X) 0.28 0.66 0.44 0.10 0.15 0.23 Avail Cap(c_a), veh/h 520 463 1211 540 574 2587 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.1 25.3 15.0 4.7 14.1 2.3 Incr Delay (d2), s/veh 0.7 4.0 1.2 0.4 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.6 2.4 0.4 0.7 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.8 29.3 16.1 5.1 14.2 2.5 LnGrp LOS C C BABA Approach Vol, veh/h 178 588 683 Approach Delay, s/veh 27.8 15.1 4.0 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 23.9 25.0 48.9 11.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 20.5 21.5 17.5 Max Q Clear Time (g_c+I1), s 4.1 9.1 5.2 6.5 Green Ext Time (p_c), s 0.1 2.5 3.2 0.3 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Notes User approved ignoring U-Turning movement. 6.3-150 Lanes, Volumes, Timings EAP PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)24 267 439 49 167 106 353 432 97 61 269 18 Future Volume (vph)24 267 439 49 167 106 353 432 97 61 269 18 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-151 HCM 6th AWSC EAP PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh131.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 267 439 49 167 106 353 432 97 61 269 18 Future Vol, veh/h 24 267 439 49 167 106 353 432 97 61 269 18 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 27 300 493 55 188 119 397 485 109 69 302 20 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 277.8 27 89.3 30.4 HCM LOS F D F D Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 60% 0% 100% 17% 0% 100% 34% 0% 100% 83% Vol Right, %0% 0% 40% 0% 0% 83% 0% 0% 66% 0% 0% 17% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 353 288 241 24 178 528 49 111 162 61 179 108 LT Vol 353 0 0 24 0 0 49 0 0 61 0 0 Through Vol 0 288 144 0 178 89 0 111 56 0 179 90 RT Vol 0 0 97 0 0 439 0 0 106 0 0 18 Lane Flow Rate 397 324 271 27 200 593 55 125 182 69 201 121 Geometry Grp 888888888888 Degree of Util (X) 1.178 0.918 0.748 0.087 0.62 1.746 0.191 0.417 0.582 0.236 0.666 0.396 Departure Headway (Hd) 11.63611.13610.85411.90911.40910.82713.41312.91312.45413.40212.90212.785 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 317 327 336 303 318 344 269 280 292 269 282 283 Service Time 9.336 8.836 8.554 9.609 9.109 8.52711.11310.61310.15411.10210.60210.485 HCM Lane V/C Ratio 1.252 0.991 0.807 0.089 0.629 1.724 0.204 0.446 0.623 0.257 0.713 0.428 HCM Control Delay 142.5 65.7 39.7 15.7 31 372.9 19.3 24.5 31.1 20.2 38 23.6 HCM Lane LOS F F E C D F CCDCEC HCM 95th-tile Q 15.6 9 5.7 0.3 3.9 36.9 0.7 2 3.4 0.9 4.4 1.8 6.3-152 Lanes, Volumes, Timings EAP PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)24 267 439 49 167 106 353 432 97 61 269 18 Future Volume (vph)24 267 439 49 167 106 353 432 97 61 269 18 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 8 Detector Phase 5 2 16638874 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)9.0 33.0 9.0 30.5 30.5 9.0 30.5 30.5 9.0 30.5 Total Split (s)10.0 46.0 14.0 50.0 50.0 28.0 44.0 44.0 16.0 32.0 Total Split (%)8.3% 38.3% 11.7% 41.7% 41.7% 23.3% 36.7% 36.7% 13.3% 26.7% Yellow Time (s) 3.0 3.5 3.0 3.5 3.5 3.0 3.5 3.5 3.0 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.5 4.0 4.5 4.5 4.0 4.5 4.5 4.0 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 57 (48%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.3-153 HCM 6th Signalized Intersection Summary EAP PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 267 439 49 167 106 353 432 97 61 269 18 Future Volume (veh/h) 24 267 439 49 167 106 353 432 97 61 269 18 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 27 300 493 55 188 119 397 485 109 69 302 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 43 756 675 71 1568 700 491 1139 508 89 772 51 Arrive On Green 0.02 0.44 0.44 0.04 0.45 0.45 0.15 0.33 0.33 0.05 0.23 0.23 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3295 217 Grp Volume(v), veh/h 27 300 493 55 188 119 397 485 109 69 158 164 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1782 Q Serve(g_s), s 1.9 14.2 31.7 3.8 3.8 5.5 13.7 13.1 6.1 4.7 9.2 9.3 Cycle Q Clear(g_c), s 1.9 14.2 31.7 3.8 3.8 5.5 13.7 13.1 6.1 4.7 9.2 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 43 756 675 71 1568 700 491 1139 508 89 406 418 V/C Ratio(X) 0.63 0.40 0.73 0.78 0.12 0.17 0.81 0.43 0.21 0.78 0.39 0.39 Avail Cap(c_a), veh/h 87 756 675 145 1568 700 673 1139 508 173 406 418 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.0 23.0 27.9 57.0 19.0 19.4 49.6 31.4 29.1 56.3 38.7 38.7 Incr Delay (d2), s/veh 23.7 1.3 5.7 31.2 0.2 0.5 7.9 1.2 1.0 26.0 2.8 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 5.6 11.8 2.2 1.4 2.0 6.1 5.4 2.3 2.6 4.1 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.7 24.3 33.6 88.2 19.1 20.0 57.5 32.6 30.0 82.3 41.5 41.5 LnGrp LOS F C C F B B E C C F D D Approach Vol, veh/h 820 362 991 391 Approach Delay, s/veh 31.8 29.9 42.3 48.7 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.9 57.0 21.5 32.6 7.0 58.9 10.1 44.0 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 10.0 41.5 24.0 27.5 6.0 45.5 12.0 39.5 Max Q Clear Time (g_c+I1), s 5.8 33.7 15.7 11.3 3.9 7.5 6.7 15.1 Green Ext Time (p_c), s 0.1 2.8 1.8 1.4 0.0 1.4 0.1 3.2 Intersection Summary HCM 6th Ctrl Delay 38.2 HCM 6th LOS D 6.3-154 Lanes, Volumes, Timings EAP PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)81 433 42 36 378 70 94 369 51 79 266 68 Future Volume (vph)81 433 42 36 378 70 94 369 51 79 266 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)24.0 50.0 50.0 15.0 41.0 41.0 17.0 40.0 40.0 15.0 38.0 38.0 Total Split (%)20.0% 41.7% 41.7% 12.5% 34.2% 34.2% 14.2% 33.3% 33.3% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.3-155 HCM 6th Signalized Intersection Summary EAP PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 433 42 36 378 70 94 369 51 79 266 68 Future Volume (veh/h) 81 433 42 36 378 70 94 369 51 79 266 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 94 503 49 42 440 81 109 429 59 92 309 79 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 118 1573 702 76 1489 664 191 1024 457 187 1020 455 Arrive On Green 0.07 0.45 0.45 0.04 0.43 0.43 0.06 0.30 0.30 0.06 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 94 503 49 42 440 81 109 429 59 92 309 79 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.4 11.1 2.1 2.8 10.0 3.8 3.8 12.0 3.4 3.2 8.3 4.6 Cycle Q Clear(g_c), s 6.4 11.1 2.1 2.8 10.0 3.8 3.8 12.0 3.4 3.2 8.3 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 118 1573 702 76 1489 664 191 1024 457 187 1020 455 V/C Ratio(X) 0.80 0.32 0.07 0.55 0.30 0.12 0.57 0.42 0.13 0.49 0.30 0.17 Avail Cap(c_a), veh/h 282 1573 702 152 1489 664 350 1024 457 294 1020 455 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 20.9 18.4 56.2 22.3 20.5 55.2 34.0 30.9 55.0 32.8 31.5 Incr Delay (d2), s/veh 11.4 0.5 0.2 6.1 0.5 0.4 2.7 1.3 0.6 2.0 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 4.4 0.8 1.3 3.9 1.3 1.6 5.0 1.3 1.4 3.5 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.5 21.4 18.6 62.3 22.8 20.9 57.8 35.2 31.5 57.0 33.5 32.3 LnGrp LOS E C B E C C E D C E C C Approach Vol, veh/h 646 563 597 480 Approach Delay, s/veh 27.8 25.5 39.0 37.8 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.2 40.0 9.8 59.1 11.3 39.9 12.7 56.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.5 10.5 45.5 12.5 33.5 19.5 36.5 Max Q Clear Time (g_c+I1), s 5.2 14.0 4.8 13.1 5.8 10.3 8.4 12.0 Green Ext Time (p_c), s 0.1 2.6 0.0 3.4 0.1 1.9 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 32.2 HCM 6th LOS C 6.3-156 Lanes, Volumes, Timings EAP PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)89 429 151 34 352 77 127 464 31 73 285 94 Future Volume (vph)89 429 151 34 352 77 127 464 31 73 285 94 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)24.0 47.0 47.0 16.0 39.0 39.0 19.0 41.0 41.0 16.0 38.0 38.0 Total Split (%)20.0% 39.2% 39.2% 13.3% 32.5% 32.5% 15.8% 34.2% 34.2% 13.3% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.3-157 HCM 6th Signalized Intersection Summary EAP PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 89 429 151 34 352 77 127 464 31 73 285 94 Future Volume (veh/h) 89 429 151 34 352 77 127 464 31 73 285 94 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 94 452 159 36 371 81 134 488 33 77 300 99 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 118 1561 696 71 1467 654 194 1052 469 181 1039 464 Arrive On Green 0.07 0.45 0.45 0.04 0.42 0.42 0.06 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 94 452 159 36 371 81 134 488 33 77 300 99 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.4 9.9 7.6 2.4 8.3 3.8 4.7 13.7 1.8 2.7 8.0 5.8 Cycle Q Clear(g_c), s 6.4 9.9 7.6 2.4 8.3 3.8 4.7 13.7 1.8 2.7 8.0 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 118 1561 696 71 1467 654 194 1052 469 181 1039 464 V/C Ratio(X) 0.80 0.29 0.23 0.51 0.25 0.12 0.69 0.46 0.07 0.42 0.29 0.21 Avail Cap(c_a), veh/h 282 1561 696 166 1467 654 407 1052 469 322 1039 464 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 20.8 20.1 56.4 22.3 21.0 55.5 33.8 29.7 55.0 32.2 31.4 Incr Delay (d2), s/veh 11.4 0.5 0.8 5.6 0.4 0.4 4.3 1.5 0.3 1.6 0.7 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 3.9 2.7 1.1 3.3 1.4 2.0 5.7 0.7 1.1 3.3 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.5 21.3 20.9 61.9 22.7 21.4 59.8 35.3 30.0 56.5 32.9 32.4 LnGrp LOS E C C E C C E D C E C C Approach Vol, veh/h 705 488 655 476 Approach Delay, s/veh 27.2 25.4 40.0 36.6 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 58.6 11.4 40.5 12.7 55.4 11.0 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 42.5 14.5 33.5 19.5 34.5 11.5 36.5 Max Q Clear Time (g_c+I1), s 4.4 11.9 6.7 10.0 8.4 10.3 4.7 15.7 Green Ext Time (p_c), s 0.0 3.4 0.2 2.0 0.1 2.4 0.1 2.9 Intersection Summary HCM 6th Ctrl Delay 32.4 HCM 6th LOS C 6.3-158 Lanes, Volumes, Timings EAP PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 31 10 511 6 157 51 630 153 2 Future Volume (vph)31 24 2 31 10 511 6 157 51 630 153 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-159 HCM 6th AWSC EAP PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh200.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 24 2 31 10 511 6 157 51 630 153 2 Future Vol, veh/h 31 24 2 31 10 511 6 157 51 630 153 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 38 29 2 38 12 623 7 191 62 768 187 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 15.3 147.9 17 301.4 HCM LOS C F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %7% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %93% 61% 0% 100% 80% 0% 100% 0% 0% 100% 96% Vol Right, %0% 39% 0% 0% 20% 0% 0% 100% 0% 0% 4% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 85 130 31 16 10 31 10 511 630 102 53 LT Vol 6 0 31 0 0 31 0 0 630 0 0 Through Vol 79 79 0 16 8 0 10 0 0 102 51 RT Vol 05100200511002 Lane Flow Rate 103 158 38 20 12 38 12 623 768 124 65 Geometry Grp 88888888888 Degree of Util (X) 0.25 0.37 0.105 0.052 0.032 0.089 0.027 1.256 1.759 0.268 0.139 Departure Headway (Hd) 9.892 9.58111.88211.35611.208 9.667 9.155 8.438 8.769 8.264 8.238 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 366 377 304 317 321 373 393 436 423 438 438 Service Time 7.592 7.281 9.582 9.056 8.908 7.367 6.855 6.138 6.469 5.964 5.938 HCM Lane V/C Ratio 0.281 0.419 0.125 0.063 0.037 0.102 0.031 1.429 1.816 0.283 0.148 HCM Control Delay 15.9 17.8 16 14.7 14.3 13.3 12.1 158.7 372.3 14 12.3 HCM Lane LOS C C C BBBBFFBB HCM 95th-tile Q 1 1.7 0.3 0.2 0.1 0.3 0.1 22.6 45 1.1 0.5 6.3-160 Lanes, Volumes, Timings EAP PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 31 10 511 6 157 51 630 153 2 Future Volume (vph)31 24 2 31 10 511 6 157 51 630 153 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm Protected Phases 2 6488 44 Permitted Phases 2 6 6 4 Detector Phase 2 2 66488 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)34.0 34.0 34.0 34.0 53.0 33.0 33.0 53.0 53.0 53.0 Total Split (%)28.3% 28.3% 28.3% 28.3% 44.2% 27.5% 27.5% 44.2% 44.2% 44.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.3-161 HCM 6th Signalized Intersection Summary EAP PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 31 10 511 6 157 51 630 153 2 Future Volume (veh/h) 31 24 2 31 10 511 6 157 51 630 153 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 29 2 38 12 623 7 191 62 768 187 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222222222 Cap, veh/h 251 808 55 389 448 1003 22 603 203 1360 1398 624 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.24 0.24 0.24 0.40 0.40 0.40 Sat Flow, veh/h 793 3287 224 1378 1821 1543 92 2540 853 3365 3460 1543 Grp Volume(v), veh/h 38 15 16 38 12 623 139 0 121 768 187 2 Grp Sat Flow(s),veh/h/ln 793 1730 1781 1378 1821 1543 1817 0 1668 1682 1730 1543 Q Serve(g_s), s 4.6 0.8 0.8 2.6 0.6 28.4 7.6 0.0 7.2 21.1 4.1 0.1 Cycle Q Clear(g_c), s 5.2 0.8 0.8 3.4 0.6 28.4 7.6 0.0 7.2 21.1 4.1 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.05 0.51 1.00 1.00 Lane Grp Cap(c), veh/h 251 425 438 389 448 1003 431 0 396 1360 1398 624 V/C Ratio(X) 0.15 0.04 0.04 0.10 0.03 0.62 0.32 0.00 0.31 0.56 0.13 0.00 Avail Cap(c_a), veh/h 251 425 438 389 448 1003 431 0 396 1360 1398 624 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.85 0.85 0.85 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.3 34.4 34.4 35.7 34.4 12.3 37.8 0.0 37.6 27.6 22.5 21.3 Incr Delay (d2), s/veh 1.3 0.2 0.2 0.2 0.0 1.5 2.0 0.0 2.0 1.7 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.3 0.4 0.9 0.3 18.6 3.4 0.0 3.0 8.2 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.6 34.6 34.6 35.9 34.4 13.8 39.7 0.0 39.6 29.3 22.7 21.3 LnGrp LOS DCCDCBDADCCC Approach Vol, veh/h 69 673 260 957 Approach Delay, s/veh 36.2 15.4 39.7 28.0 Approach LOS D B D C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 34.0 53.0 34.0 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 29.5 48.5 29.5 28.5 Max Q Clear Time (g_c+I1), s 7.2 23.1 30.4 9.6 Green Ext Time (p_c), s 0.5 8.9 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C 6.3-162 Lanes, Volumes, Timings EAP PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)79 300 304 16 371 283 217 551 68 135 509 124 Future Volume (vph)79 300 304 16 371 283 217 551 68 135 509 124 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.3-163 HCM 6th Roundabout EAP PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 40.4 Intersection LOS E Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 735 720 898 825 Demand Flow Rate, veh/h 750 734 916 842 Vehicles Circulating, veh/h 723 929 564 662 Vehicles Exiting, veh/h 645 477 575 691 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.8 18.6 73.9 50.3 Approach LOS A C F F Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 334 4.976 310 4.976 74 4.976 136 Entry Flow, veh/h 416 1887 424 1887 842 1887 706 1887 Cap Entry Lane, veh/h 660 0.980 535 0.980 776 0.980 702 0.980 Entry HV Adj Factor 0.980 327 0.981 304 0.980 73 0.980 133 Flow Entry, veh/h 408 1850 416 1850 825 1850 692 1850 Cap Entry, veh/h 647 0.177 525 0.164 761 0.039 689 0.072 V/C Ratio 0.630 0.0 0.793 0.0 1.085 0.0 1.005 0.0 Control Delay, s/veh 17.7 A 32.1 A 80.5 A 60.0 A LOS C1D1F0F0 95th %tile Queue, veh 4 7 22 16 6.3-164 Lanes, Volumes, Timings EAP PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)55 2 21 9 1 35 3 928 7 15 828 56 Future Volume (vph)55 2 21 9 1 35 3 928 7 15 828 56 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)49.0 49.0 49.0 49.0 49.0 49.0 18.0 51.0 20.0 53.0 Total Split (%)40.8% 40.8% 40.8% 40.8% 40.8% 40.8% 15.0% 42.5% 16.7% 44.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.3-165 HCM 6th Signalized Intersection Summary EAP PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 2 21 9 1 35 3 928 7 15 828 56 Future Volume (veh/h) 55 2 21 9 1 35 3 928 7 15 828 56 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 58 2 22 9 1 37 3 977 7 16 872 59 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 72 2 476 66 4 476 17 2485 18 72 2473 167 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.01 0.49 0.49 0.08 1.00 1.00 Sat Flow, veh/h 43 5 1543 30 14 1543 1734 5093 36 1734 4757 321 Grp Volume(v), veh/h 60 0 22 10 0 37 3 636 348 16 607 324 Grp Sat Flow(s),veh/h/ln 48 0 1543 44 0 1543 1734 1657 1815 1734 1657 1763 Q Serve(g_s), s 1.2 0.0 1.2 0.6 0.0 2.0 0.2 14.6 14.6 1.0 0.0 0.0 Cycle Q Clear(g_c), s 37.0 0.0 1.2 36.7 0.0 2.0 0.2 14.6 14.6 1.0 0.0 0.0 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.02 1.00 0.18 Lane Grp Cap(c), veh/h 74 0 476 71 0 476 17 1617 885 72 1723 917 V/C Ratio(X) 0.81 0.00 0.05 0.14 0.00 0.08 0.18 0.39 0.39 0.22 0.35 0.35 Avail Cap(c_a), veh/h 143 0 553 142 0 553 173 1617 885 202 1723 917 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 59.2 0.0 29.1 47.2 0.0 29.4 59.0 19.5 19.5 53.2 0.0 0.0 Incr Delay (d2), s/veh 34.7 0.0 0.1 1.9 0.0 0.1 10.9 0.7 1.3 2.7 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.5 0.3 0.0 0.8 0.1 5.3 5.9 0.5 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.9 0.0 29.2 49.1 0.0 29.6 69.8 20.2 20.8 56.0 0.5 0.9 LnGrp LOS F A C D A C E C C E A A Approach Vol, veh/h 82 47 987 947 Approach Delay, s/veh 76.6 33.7 20.5 1.6 Approach LOS E C C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 65.2 43.8 7.1 69.1 43.8 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 43.5 43.0 12.0 45.5 43.0 Max Q Clear Time (g_c+I1), s 3.0 16.6 39.0 2.2 2.0 38.7 Green Ext Time (p_c), s 0.0 11.6 0.2 0.0 13.1 0.1 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B 6.3-166 Lanes, Volumes, Timings EAP PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 247 361 66 130 316 172 83 846 89 207 696 194 Future Volume (vph) 247 361 66 130 316 172 83 846 89 207 696 194 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 38.5 38.5 23.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 32.1% 32.1% 19.2% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.3-167 HCM 6th Signalized Intersection Summary EAP PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 247 361 66 130 316 172 83 846 89 207 696 194 Future Volume (veh/h) 247 361 66 130 316 172 83 846 89 207 696 194 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 255 372 68 134 326 177 86 872 92 213 718 200 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1193 532 171 550 466 164 1151 357 336 1179 366 Arrive On Green 0.14 0.34 0.34 0.10 0.30 0.30 0.03 0.08 0.08 0.10 0.24 0.24 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 255 372 68 134 326 177 86 872 92 213 718 200 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 9.5 3.6 9.1 18.3 10.9 5.9 20.6 6.7 7.3 15.5 13.6 Cycle Q Clear(g_c), s 17.0 9.5 3.6 9.1 18.3 10.9 5.9 20.6 6.7 7.3 15.5 13.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1193 532 171 550 466 164 1151 357 336 1179 366 V/C Ratio(X) 1.04 0.31 0.13 0.78 0.59 0.38 0.53 0.76 0.26 0.63 0.61 0.55 Avail Cap(c_a), veh/h 246 1193 532 246 550 466 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 28.9 27.0 52.8 35.6 33.0 55.5 52.1 45.7 51.9 40.8 40.1 Incr Delay (d2), s/veh 67.6 0.7 0.5 5.8 4.7 2.3 0.9 2.3 0.5 3.0 0.8 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 3.9 1.4 4.1 8.5 4.2 2.6 9.3 2.7 3.1 6.1 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 119.1 29.6 27.5 58.6 40.3 35.4 56.4 54.4 46.2 54.8 41.6 41.9 LnGrp LOS F C C E D D E DDDDD Approach Vol, veh/h 695 637 1050 1131 Approach Delay, s/veh 62.2 42.8 53.9 44.2 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 35.3 17.9 48.9 17.3 36.0 23.0 43.7 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 17.0 31.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 9.3 22.6 11.1 11.5 7.9 17.5 19.0 20.3 Green Ext Time (p_c), s 0.1 5.2 0.0 4.2 0.0 6.1 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 50.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.3-168 Lanes, Volumes, Timings EAP PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)28 46 64 139 265 37 Future Volume (vph)28 46 64 139 265 37 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-169 HCM 6th AWSC EAP PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.9 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 28 46 64 139 265 37 Future Vol, veh/h 28 46 64 139 265 37 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 34 56 78 170 323 45 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 9.9 9.3 14.2 HCM LOS A A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %38% 0% 0% 100% 0% Vol Thru, %62% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 74 64 139 265 37 LT Vol 28 0 0 265 0 Through Vol 46 64 0 0 0 RT Vol 0 0 139 0 37 Lane Flow Rate 90 78 170 323 45 Geometry Grp 47777 Degree of Util (X) 0.145 0.124 0.236 0.527 0.058 Departure Headway (Hd)5.776 5.712 5.005 5.867 4.66 Convergence, Y/N Yes Yes Yes Yes Yes Cap 615 624 712 611 760 Service Time 3.86 3.479 2.772 3.648 2.441 HCM Lane V/C Ratio 0.146 0.125 0.239 0.529 0.059 HCM Control Delay 9.9 9.3 9.3 15.1 7.7 HCM Lane LOS A A A C A HCM 95th-tile Q 0.5 0.4 0.9 3.1 0.2 6.3-170 Lanes, Volumes, Timings EAP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)48 153 117 2 87 26 79 133 4 40 108 48 Future Volume (vph)48 153 117 2 87 26 79 133 4 40 108 48 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-171 HCM 6th AWSC EAP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 48 153 117 2 87 26 79 133 4 40 108 48 Future Vol, veh/h 48 153 117 2 87 26 79 133 4 40 108 48 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 55 174 133 2 99 30 90 151 5 45 123 55 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 12.7 12 12.1 11.1 HCM LOS BBBB Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 24% 0% 2% 100% 0% 0% Vol Thru, %0% 97% 76% 0% 76% 0% 100% 0% Vol Right, %0% 3% 0% 100% 23% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 79 137 201 117 115 40 108 48 LT Vol 79 0 48 0 2 40 0 0 Through Vol 0 133 153 0 87 0 108 0 RT Vol 0 4 0 117 26 0 0 48 Lane Flow Rate 90 156 228 133 131 45 123 55 Geometry Grp 88888888 Degree of Util (X) 0.182 0.293 0.421 0.214 0.25 0.093 0.234 0.093 Departure Headway (Hd)7.317 6.785 6.629 5.802 6.884 7.384 6.874 6.161 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 487 526 541 614 518 482 519 577 Service Time 5.105 4.573 4.403 3.575 4.675 5.173 4.663 3.949 HCM Lane V/C Ratio 0.185 0.297 0.421 0.217 0.253 0.093 0.237 0.095 HCM Control Delay 11.7 12.4 14.2 10.2 12 10.9 11.8 9.6 HCM Lane LOS BBBBBBBA HCM 95th-tile Q 0.7 1.2 2.1 0.8 1 0.3 0.9 0.3 6.3-172 Lanes, Volumes, Timings EAP PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)78 154 25 25 127 62 47 239 48 53 157 81 Future Volume (vph)78 154 25 25 127 62 47 239 48 53 157 81 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-173 HCM 6th AWSC EAP PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 39.8 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 78 154 25 25 127 62 47 239 48 53 157 81 Future Vol, veh/h 78 154 25 25 127 62 47 239 48 53 157 81 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 104 205 33 33 169 83 63 319 64 71 209 108 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 35.8 26.7 65 24 HCM LOS E D F C Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %14% 30% 12% 25% 0% Vol Thru, %72% 60% 59% 75% 0% Vol Right, % 14% 10% 29% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 334 257 214 210 81 LT Vol 47 78 25 53 0 Through Vol 239 154 127 157 0 RT Vol 48 25 62 0 81 Lane Flow Rate 445 343 285 280 108 Geometry Grp 52277 Degree of Util (X) 0.976 0.786 0.664 0.679 0.236 Departure Headway (Hd)7.888 8.262 8.379 8.728 7.87 Convergence, Y/N Yes Yes Yes Yes Yes Cap 459 435 428 412 455 Service Time 5.965 6.347 6.47 6.512 5.654 HCM Lane V/C Ratio 0.969 0.789 0.666 0.68 0.237 HCM Control Delay 65 35.8 26.7 28.2 13.1 HCM Lane LOS F E D D B HCM 95th-tile Q 12.2 6.9 4.7 4.9 0.9 6.3-174 Lanes, Volumes, Timings EAP PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)78 154 25 25 127 62 47 239 48 53 157 81 Future Volume (vph)78 154 25 25 127 62 47 239 48 53 157 81 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)56.0 56.0 56.0 56.0 64.0 64.0 64.0 64.0 64.0 Total Split (%)46.7% 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% 53.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.3-175 HCM 6th Signalized Intersection Summary EAP PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 154 25 25 127 62 47 239 48 53 157 81 Future Volume (veh/h) 78 154 25 25 127 62 47 239 48 53 157 81 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 104 205 33 33 169 83 63 319 64 71 209 108 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 140 242 37 66 288 132 158 779 151 262 750 990 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.64 0.64 0.64 0.64 0.64 0.64 Sat Flow, veh/h 356 853 129 116 1016 465 192 1214 236 350 1169 1543 Grp Volume(v), veh/h 342 0 0 285 0 0 446 0 0 280 0 108 Grp Sat Flow(s),veh/h/ln 1338 0 0 1598 0 0 1641 0 0 1518 0 1543 Q Serve(g_s), s 12.3 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0 0.0 0.0 3.2 Cycle Q Clear(g_c), s 30.2 0.0 0.0 17.9 0.0 0.0 14.7 0.0 0.0 8.6 0.0 3.2 Prop In Lane 0.30 0.10 0.12 0.29 0.14 0.14 0.25 1.00 Lane Grp Cap(c), veh/h 418 0 0 486 0 0 1088 0 0 1012 0 990 V/C Ratio(X) 0.82 0.00 0.00 0.59 0.00 0.00 0.41 0.00 0.00 0.28 0.00 0.11 Avail Cap(c_a), veh/h 639 0 0 723 0 0 1088 0 0 1012 0 990 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.1 0.0 0.0 37.0 0.0 0.0 10.3 0.0 0.0 9.1 0.0 8.3 Incr Delay (d2), s/veh 5.0 0.0 0.0 1.1 0.0 0.0 1.1 0.0 0.0 0.7 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.0 0.0 0.0 7.4 0.0 0.0 5.2 0.0 0.0 2.9 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.1 0.0 0.0 38.1 0.0 0.0 11.4 0.0 0.0 9.8 0.0 8.5 LnGrp LOS D A A D AABAAAAA Approach Vol, veh/h 342 285 446 388 Approach Delay, s/veh 47.1 38.1 11.4 9.4 Approach LOS D D B A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 81.5 38.5 81.5 38.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 59.5 51.5 59.5 51.5 Max Q Clear Time (g_c+I1), s 16.7 32.2 10.6 19.9 Green Ext Time (p_c), s 2.8 1.8 2.0 1.9 Intersection Summary HCM 6th Ctrl Delay 24.5 HCM 6th LOS C 6.3-176 Lanes, Volumes, Timings EAP PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)10 93 11 33 94 61 17 297 42 64 259 19 Future Volume (vph)10 93 11 33 94 61 17 297 42 64 259 19 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-177 HCM 6th AWSC EAP PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh18.8 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 93 11 33 94 61 17 297 42 64 259 19 Future Vol, veh/h 10 93 11 33 94 61 17 297 42 64 259 19 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 107 13 38 108 70 20 341 48 74 298 22 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 12.2 16.5 27.4 13.3 HCM LOS B C D B Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 18% 100% 0% 0% Vol Thru, %0% 88% 0% 100% 0% 50% 0% 100% 82% Vol Right, %0% 12% 0% 0% 100% 32% 0% 0% 18% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 17 339 10 93 11 188 64 173 105 LT Vol 17 0 10 0 0 33 64 0 0 Through Vol 0 297 0 93 0 94 0 173 86 RT Vol 0 42 0 0 11 61 0 0 19 Lane Flow Rate 20 390 11 107 13 216 74 198 121 Geometry Grp 887778888 Degree of Util (X) 0.041 0.755 0.026 0.226 0.024 0.453 0.158 0.398 0.238 Departure Headway (Hd) 7.571 6.974 8.13 7.618 6.901 7.554 7.721 7.211 7.083 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 473 518 440 470 517 475 464 498 506 Service Time 5.319 4.722 5.89 5.377 4.66 5.308 5.474 4.964 4.835 HCM Lane V/C Ratio 0.042 0.753 0.025 0.228 0.025 0.455 0.159 0.398 0.239 HCM Control Delay 10.6 28.2 11.1 12.6 9.8 16.5 11.9 14.7 12 HCM Lane LOS B D B B A C B B B HCM 95th-tile Q 0.1 6.5 0.1 0.9 0.1 2.3 0.6 1.9 0.9 6.3-178 Lanes, Volumes, Timings EAP PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)85 283 57 18 200 66 34 387 27 94 245 39 Future Volume (vph)85 283 57 18 200 66 34 387 27 94 245 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-179 HCM 6th AWSC EAP PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 103.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 283 57 18 200 66 34 387 27 94 245 39 Future Vol, veh/h 85 283 57 18 200 66 34 387 27 94 245 39 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 93 311 63 20 220 73 37 425 30 103 269 43 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 60.3 55.6 203.7 70.6 HCM LOS FFFF Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %8% 100% 0% 6% 28% 0% Vol Thru, %86% 0% 83% 70% 72% 0% Vol Right, % 6% 0% 17% 23% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 448 85 340 284 339 39 LT Vol 34 85 0 18 94 0 Through Vol 387 0 283 200 245 0 RT Vol 27 0 57 66 0 39 Lane Flow Rate 492 93 374 312 373 43 Geometry Grp 677677 Degree of Util (X) 1.353 0.256 0.96 0.86 0.982 0.103 Departure Headway (Hd)9.893 10.883 10.232 11.185 10.447 9.564 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 369 333 359 328 350 377 Service Time 7.98 8.583 7.932 9.185 8.147 7.264 HCM Lane V/C Ratio 1.333 0.279 1.042 0.951 1.066 0.114 HCM Control Delay 203.7 17.3 71 55.6 77.2 13.4 HCM Lane LOS F C F F F B HCM 95th-tile Q 23.7 1 10.4 7.8 10.9 0.3 6.3-180 Lanes, Volumes, Timings EAP PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)85 283 57 18 200 66 34 387 27 94 245 39 Future Volume (vph)85 283 57 18 200 66 34 387 27 94 245 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)51.0 51.0 51.0 51.0 69.0 69.0 69.0 69.0 69.0 Total Split (%)42.5% 42.5% 42.5% 42.5% 57.5% 57.5% 57.5% 57.5% 57.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.3-181 HCM 6th Signalized Intersection Summary EAP PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 283 57 18 200 66 34 387 27 94 245 39 Future Volume (veh/h) 85 283 57 18 200 66 34 387 27 94 245 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 93 311 63 20 220 73 37 425 30 103 269 43 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 186 417 84 42 282 89 90 990 68 271 687 990 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.64 0.64 0.64 0.64 0.64 0.64 Sat Flow, veh/h 1086 1470 298 35 996 314 90 1543 106 363 1070 1543 Grp Volume(v), veh/h 93 0 374 313 0 0 492 0 0 372 0 43 Grp Sat Flow(s),veh/h/ln 1086 0 1768 1344 0 0 1739 0 0 1433 0 1543 Q Serve(g_s), s 2.5 0.0 23.1 5.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 Cycle Q Clear(g_c), s 30.0 0.0 23.1 28.0 0.0 0.0 16.2 0.0 0.0 15.4 0.0 1.2 Prop In Lane 1.00 0.17 0.06 0.23 0.08 0.06 0.28 1.00 Lane Grp Cap(c), veh/h 186 0 501 413 0 0 1147 0 0 957 0 990 V/C Ratio(X) 0.50 0.00 0.75 0.76 0.00 0.00 0.43 0.00 0.00 0.39 0.00 0.04 Avail Cap(c_a), veh/h 299 0 685 586 0 0 1147 0 0 957 0 990 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.0 0.0 39.1 38.9 0.0 0.0 10.6 0.0 0.0 10.1 0.0 7.9 Incr Delay (d2), s/veh 2.1 0.0 3.0 3.6 0.0 0.0 1.2 0.0 0.0 1.2 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 9.8 8.8 0.0 0.0 5.9 0.0 0.0 4.3 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.0 0.0 42.0 42.5 0.0 0.0 11.8 0.0 0.0 11.3 0.0 8.0 LnGrp LOS D A D D AABAABAA Approach Vol, veh/h 467 313 492 415 Approach Delay, s/veh 42.8 42.5 11.8 11.0 Approach LOS D D B B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 81.5 38.5 81.5 38.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 64.5 46.5 64.5 46.5 Max Q Clear Time (g_c+I1), s 18.2 32.0 17.4 30.0 Green Ext Time (p_c), s 3.1 2.0 2.6 1.4 Intersection Summary HCM 6th Ctrl Delay 25.9 HCM 6th LOS C 6.3-182 Lanes, Volumes, Timings EAP PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)93 366 71 21 353 121 51 419 50 123 307 70 Future Volume (vph)93 366 71 21 353 121 51 419 50 123 307 70 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-183 HCM 6th AWSC EAP PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh167.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 93 366 71 21 353 121 51 419 50 123 307 70 Future Vol, veh/h 93 366 71 21 353 121 51 419 50 123 307 70 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 109 431 84 25 415 142 60 493 59 145 361 82 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 143.2 57.5 429.9 30.3 HCM LOS F F F D Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %10% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %81% 0% 100% 0% 0% 100% 49% 0% 100% 59% Vol Right, %10% 0% 0% 100% 0% 0% 51% 0% 0% 41% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 520 93 366 71 21 235 239 123 205 172 LT Vol 51 93 0 0 21 0 0 123 0 0 Through Vol 419 0 366 0 0 235 118 0 205 102 RT Vol 50 0 0 71 0 0 121 0 0 70 Lane Flow Rate 612 109 431 84 25 277 281 145 241 203 Geometry Grp 8888888777 Degree of Util (X) 1.872 0.347 1.308 0.238 0.078 0.839 0.823 0.416 0.659 0.539 Departure Headway (Hd) 11.484 13.86 13.3112.53914.37313.81713.42212.84212.29611.985 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 324 261 276 288 251 266 272 282 296 304 Service Time 9.184 11.56 11.0110.23912.07311.51711.12210.542 9.996 9.685 HCM Lane V/C Ratio 1.889 0.418 1.562 0.292 0.1 1.041 1.033 0.514 0.814 0.668 HCM Control Delay 429.9 23.7 197.7 19.1 18.3 61.1 57.3 24.4 35.9 27.9 HCM Lane LOS F C F C C F F C E D HCM 95th-tile Q 39.7 1.5 17.8 0.9 0.3 6.8 6.6 2 4.3 3 6.3-184 Lanes, Volumes, Timings EAP PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)93 366 71 21 353 121 51 419 50 123 307 70 Future Volume (vph)93 366 71 21 353 121 51 419 50 123 307 70 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (s)30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%)50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 55.5 (93%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.3-185 HCM 6th Signalized Intersection Summary EAP PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\103 - EAP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 366 71 21 353 121 51 419 50 123 307 70 Future Volume (veh/h) 93 366 71 21 353 121 51 419 50 123 307 70 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 109 431 84 25 415 142 60 493 59 145 361 82 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 415 774 656 339 1471 656 111 606 69 345 1193 268 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 852 1821 1543 886 3460 1543 106 1425 163 856 2807 630 Grp Volume(v), veh/h 109 431 84 25 415 142 612 0 0 145 221 222 Grp Sat Flow(s),veh/h/ln 852 1821 1543 886 1730 1543 1694 0 0 856 1730 1708 Q Serve(g_s), s 5.8 10.7 2.0 1.3 4.7 3.5 10.4 0.0 0.0 0.0 5.0 5.2 Cycle Q Clear(g_c), s 10.5 10.7 2.0 12.0 4.7 3.5 19.2 0.0 0.0 18.1 5.0 5.2 Prop In Lane 1.00 1.00 1.00 1.00 0.10 0.10 1.00 0.37 Lane Grp Cap(c), veh/h 415 774 656 339 1471 656 786 0 0 345 735 726 V/C Ratio(X) 0.26 0.56 0.13 0.07 0.28 0.22 0.78 0.00 0.00 0.42 0.30 0.31 Avail Cap(c_a), veh/h 415 774 656 339 1471 656 786 0 0 345 735 726 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.7 13.0 10.5 17.5 11.3 10.9 15.3 0.0 0.0 15.1 11.4 11.4 Incr Delay (d2), s/veh 1.5 2.9 0.4 0.4 0.5 0.8 7.5 0.0 0.0 3.7 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.8 0.6 0.3 1.4 1.0 7.1 0.0 0.0 1.6 1.7 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.2 15.9 10.9 17.9 11.8 11.7 22.8 0.0 0.0 18.9 12.4 12.5 LnGrp LOS BBBBBBCAABBB Approach Vol, veh/h 624 582 612 588 Approach Delay, s/veh 15.3 12.0 22.8 14.0 Approach LOS B B C B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 25.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 12.7 20.1 14.0 21.2 Green Ext Time (p_c), s 2.6 1.5 2.3 1.5 Intersection Summary HCM 6th Ctrl Delay 16.1 HCM 6th LOS B 6.3-186 Lanes, Volumes, Timings EAP PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)38 469 57 26 371 126 49 602 69 137 393 22 Future Volume (vph)38 469 57 26 371 126 49 602 69 137 393 22 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.4 11.5 21.6 12.4 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.7% 19.2% 36.0% 20.7% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.3-187 HCM 6th Signalized Intersection Summary EAP PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 469 57 26 371 126 49 602 69 137 393 22 Future Volume (veh/h) 38 469 57 26 371 126 49 602 69 137 393 22 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 42 521 63 29 412 140 54 669 77 152 437 24 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 253 630 534 190 630 715 252 1052 121 204 1028 56 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.15 0.34 0.33 0.12 0.31 0.30 Sat Flow, veh/h 856 1821 1543 831 1821 1543 1734 3127 360 1734 3336 183 Grp Volume(v), veh/h 42 521 63 29 412 140 54 370 376 152 226 235 Grp Sat Flow(s),veh/h/ln 856 1821 1543 831 1821 1543 1734 1730 1756 1734 1730 1788 Q Serve(g_s), s 2.6 15.7 1.7 2.0 11.5 3.2 1.6 10.8 10.9 5.1 6.2 6.3 Cycle Q Clear(g_c), s 14.1 15.7 1.7 17.7 11.5 3.2 1.6 10.8 10.9 5.1 6.2 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 0.10 Lane Grp Cap(c), veh/h 253 630 534 190 630 715 252 582 591 204 533 551 V/C Ratio(X) 0.17 0.83 0.12 0.15 0.65 0.20 0.21 0.64 0.64 0.75 0.42 0.43 Avail Cap(c_a), veh/h 270 668 566 207 668 747 252 582 591 243 533 551 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.5 18.0 13.4 26.1 16.6 9.5 22.6 16.8 16.9 25.6 16.5 16.5 Incr Delay (d2), s/veh 0.3 8.1 0.1 0.4 2.1 0.1 0.4 5.2 5.2 9.9 2.5 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 6.6 0.5 0.4 4.2 0.8 0.6 4.3 4.3 2.4 2.4 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.8 26.1 13.5 26.4 18.7 9.6 23.0 22.0 22.0 35.5 19.0 18.9 LnGrp LOS C C B C B A CCCDBB Approach Vol, veh/h 626 581 800 613 Approach Delay, s/veh 24.6 16.9 22.1 23.1 Approach LOS C B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.1 24.2 24.8 12.7 22.5 24.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.9 17.1 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 7.1 12.9 17.7 3.6 8.3 19.7 Green Ext Time (p_c), s 0.0 1.6 1.2 0.0 1.6 0.6 Intersection Summary HCM 6th Ctrl Delay 21.8 HCM 6th LOS C 6.3-188 Lanes, Volumes, Timings EAP PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 170 10 0 120 12 16 193 18 7 130 33 Future Volume (vph)42 170 10 0 120 12 16 193 18 7 130 33 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-189 HCM 6th AWSC EAP PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 170 10 0 120 12 16 193 18 7 130 33 Future Vol, veh/h 42 170 10 0 120 12 16 193 18 7 130 33 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 53 215 13 0 152 15 20 244 23 9 165 42 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 13.2 11.1 13.1 11.6 HCM LOS B B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %7% 19% 0% 4% Vol Thru, %85% 77% 91% 76% Vol Right, % 8% 5% 9% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 227 222 132 170 LT Vol 16 42 0 7 Through Vol 193 170 120 130 RT Vol 18 10 12 33 Lane Flow Rate 287 281 167 215 Geometry Grp 1111 Degree of Util (X) 0.445 0.442 0.27 0.337 Departure Headway (Hd)5.575 5.668 5.819 5.63 Convergence, Y/N Yes Yes Yes Yes Cap 644 632 613 635 Service Time 3.638 3.731 3.891 3.697 HCM Lane V/C Ratio 0.446 0.445 0.272 0.339 HCM Control Delay 13.1 13.2 11.1 11.6 HCM Lane LOS BBBB HCM 95th-tile Q 2.3 2.3 1.1 1.5 6.3-190 Lanes, Volumes, Timings EAP PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0 0 0 76 45 0 Future Volume (vph)0 0 0 76 45 0 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-191 HCM 6th TWSC EAP PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 76 45 0 Future Vol, veh/h 0 0 0 76 45 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 83 49 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 83 0 - 0 42 42 Stage 1 - - - - 42 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1514 - - - 969 1029 Stage 1 - - - - 980 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1514 - - - 969 1029 Mov Cap-2 Maneuver - - - - 969 - Stage 1 - - - - 980 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1514 - - - 969 HCM Lane V/C Ratio ----0.05 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.2 6.3-192 Lanes, Volumes, Timings EAP PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 150 13 45 271 382 213 Future Volume (vph) 150 13 45 271 382 213 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 141 Travel Time (s)13.6 12.0 1.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-193 HCM 6th TWSC EAP PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 150 13 45 271 382 213 Future Vol, veh/h 150 13 45 271 382 213 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 163 14 49 295 415 232 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 777 324 647 0 - 0 Stage 1 531 ----- Stage 2 246 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 334 672 934 - - - Stage 1 554 ----- Stage 2 772 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 317 672 934 - - - Mov Cap-2 Maneuver 415 ----- Stage 1 525 ----- Stage 2 772 ----- Approach EB NB SB HCM Control Delay, s 18.5 1.3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)934 - 415 672 - - HCM Lane V/C Ratio 0.052 - 0.393 0.021 - - HCM Control Delay (s) 9.1 - 19.2 10.5 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.2 - 1.8 0.1 - - 6.3-194 Lanes, Volumes, Timings EAP PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 151 8 27 65 23 12 Future Volume (vph) 151 8 27 65 23 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-195 HCM 6th TWSC EAP PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 151 8 27 65 23 12 Future Vol, veh/h 151 8 27 65 23 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 164 9 29 71 25 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 173 0 263 169 Stage 1 - - - - 169 - Stage 2 - - - - 94 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1402 - 715 874 Stage 1 - - - - 860 - Stage 2 - - - - 920 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1402 - 700 874 Mov Cap-2 Maneuver - - - - 713 - Stage 1 - - - - 842 - Stage 2 - - - - 920 - Approach EB WB NB HCM Control Delay, s 0 2.2 10 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)761 - - 1402 - HCM Lane V/C Ratio 0.05 - - 0.021 - HCM Control Delay (s) 10 - - 7.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0.1 - 6.3-196 Lanes, Volumes, Timings EAP PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 148 15 0 92 0 15 Future Volume (vph) 148 15 0 92 0 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-197 HCM 6th TWSC EAP PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 148 15 0 92 0 15 Future Vol, veh/h 148 15 0 92 0 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 161 16 0 100 0 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 169 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 874 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----874 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)874 - - - HCM Lane V/C Ratio 0.019 - - - HCM Control Delay (s) 9.2 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0.1 - - - 6.3-198 Lanes, Volumes, Timings EAP PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 29 0 421 566 29 Future Volume (vph)0 29 0 421 566 29 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 253 288 Travel Time (s)5.7 3.5 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.3-199 HCM 6th TWSC EAP PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\03 - EAP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 29 0 421 566 29 Future Vol, veh/h 0 29 0 421 566 29 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 32 0 458 615 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 324 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 672 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 672 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 10.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 672 - - HCM Lane V/C Ratio - 0.047 - - HCM Control Delay (s) - 10.6 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.1 - - 6.3-200 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 6.4:    EA WITHOUT AND WITH PROJECT CONDITIONS  TRAFFIC SIGNAL WARRANTS ANALYSIS WORKSHEETS  The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank     The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITHOUT PROJECT CONDITIONS   6.4-1 This Page Intentionally Left Blank 6.4-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) AM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =542 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 58 High Volume Approach (VPH) =108 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane542108 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\01R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-3 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =727 Number of Approach Lanes Major Street =3 Minor Street Name =Avenue 58 High Volume Approach (VPH) =149 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane727149 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\01R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) AM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =148 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =133 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\10R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-5 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =251 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =130 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\10R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-6 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =315 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 60 High Volume Approach (VPH) =191 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane315191 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\11R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-7 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =364 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 58 High Volume Approach (VPH) =116 Number of Approach Lanes Minor Street =1 Intersection ID: #12 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane364116 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\12R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-8 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =551 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 58 High Volume Approach (VPH) =196 Number of Approach Lanes Minor Street =1 Intersection ID: #12 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane551196 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\12R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-9 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =409 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =125 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane409125 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\13R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-10 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =616 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =173 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane616173 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\13R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-11 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) AM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =265 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =91 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\17R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-12 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A (2026) PM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =382 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =191 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane382191 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!03a - EA\17R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-13 This Page Intentionally Left Blank 6.4-14 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITH PROJECT CONDITIONS  6.4-15 This Page Intentionally Left Blank 6.4-16 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) AM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =838 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 58 High Volume Approach (VPH) =147 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane838147 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\01R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-17 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =1,060 Number of Approach Lanes Major Street =3 Minor Street Name =Avenue 58 High Volume Approach (VPH) =256 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane1060256 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\01R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-18 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =245 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =175 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\10R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-19 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =302 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =203 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane302203 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\10R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-20 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =344 Number of Approach Lanes Major Street =1 Minor Street Name =Monroe St.High Volume Approach (VPH) =174 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane344174 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\11R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-21 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) PM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =433 Number of Approach Lanes Major Street =1 Minor Street Name =Monroe St.High Volume Approach (VPH) =216 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane433216 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\11R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-22 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =400 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 58 High Volume Approach (VPH) =204 Number of Approach Lanes Minor Street =1 Intersection ID: #12 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane400204 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\12R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-23 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =625 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 58 High Volume Approach (VPH) =257 Number of Approach Lanes Minor Street =1 Intersection ID: #12 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane625257 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\12R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-24 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =480 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =125 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane480125 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\13R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-25 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =698 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =188 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane698188 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\13R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-26 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) AM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =270 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =135 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\17R_AM.xls\Fig 4C-4 (Rural Peak) 6.4-27 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = E+A+P (2026) PM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =397 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =222 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane397222 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\03 - EAP\17R_PM.xls\Fig 4C-4 (Rural Peak) 6.4-28 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Avenue 60 Critical Approach Speed (Major) 30 mph Minor Street:S. Access Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =892 vpd Minor Street Future ADT =606 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 892 1 606 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 892 1 606 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 11% 7% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. XX ADT EAP JC 10/08/19 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EAP_18 6.4-29 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Madison St.Critical Approach Speed (Major) 50 mph Minor Street:Main Access Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =8,845 vpd Minor Street Future ADT =2,186 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +8,845 1 2,186 9,600 6,720 *2,400 1,680 * 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +8,845 1 2,186 14,400 10,080 1,200 850 * 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 100% 88% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT EAP JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EAP_19 6.4-30 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Avenue 58 Critical Approach Speed (Major) 50 mph Minor Street:Project Access 1 Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =3,459 vpd Minor Street Future ADT =458 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +3,459 1 458 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +3,459 1 458 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 27% 34% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. XX ADT EAP JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EAP_20 6.4-31 This Page Intentionally Left Blank 6.4-32 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx      APPENDIX 6.5:    EAC (2021) WITHOUT AND WITH PROJECT PHASE 1 CONDITIONS  INTERSECTION OPERATIONS ANALYSIS WORKSHEETS    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITHOUT PROJECT CONDITIONS   6.5-1 This Page Intentionally Left Blank 6.5-2 Lanes, Volumes, Timings EAC (2021) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 64 7 10 55 60 17 236 6 73 195 69 Future Volume (vph) 111 64 7 10 55 60 17 236 6 73 195 69 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-3 HCM 6th AWSC EAC (2021) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 111 64 7 10 55 60 17 236 6 73 195 69 Future Vol, veh/h 111 64 7 10 55 60 17 236 6 73 195 69 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 118 68 7 11 59 64 18 251 6 78 207 73 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 11.4 10.2 11.3 10.7 HCM LOS BBBB Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 93% 0% 100% 0% 0% 100% 23% 0% 100% Vol Right, %0% 0% 7% 0% 0% 100% 0% 0% 77% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 17 157 85 111 64 7 10 37 78 73 130 LT Vol 17 0 0 111 0 0 10 0 0 73 0 Through Vol 0 157 79 0 64 0 0 37 18 0 130 RT Vol 006007006000 Lane Flow Rate 18 167 90 118 68 7 11 39 83 78 138 Geometry Grp 88888888888 Degree of Util (X) 0.035 0.299 0.16 0.236 0.127 0.012 0.022 0.074 0.147 0.146 0.241 Departure Headway (Hd)6.925 6.425 6.375 7.192 6.692 5.992 7.367 6.867 6.331 6.784 6.284 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 516 557 561 498 534 595 485 520 564 528 570 Service Time 4.68 4.18 4.131 4.952 4.452 3.752 5.13 4.63 4.094 4.536 4.036 HCM Lane V/C Ratio 0.035 0.3 0.16 0.237 0.127 0.012 0.023 0.075 0.147 0.148 0.242 HCM Control Delay 9.9 11.9 10.4 12.2 10.4 8.8 10.3 10.2 10.2 10.7 11 HCM Lane LOS ABBBBABBBBB HCM 95th-tile Q 0.1 1.2 0.6 0.9 0.4 0 0.1 0.2 0.5 0.5 0.9 6.5-4 Lanes, Volumes, Timings EAC (2021) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)33 66 1 366 31 87 319 Future Volume (vph)33 66 1 366 31 87 319 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 3 2 Detector Phase 3352216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)16.0 16.0 13.0 28.0 28.0 16.0 31.0 Total Split (%)26.7% 26.7% 21.7% 46.7% 46.7% 26.7% 51.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.5-5 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 33 66 1 366 31 87 319 Future Volume (veh/h) 33 66 1 366 31 87 319 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 76 421 36 100 367 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 187 166 2040 910 179 2627 Arrive On Green 0.11 0.11 0.59 0.59 0.11 0.80 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 38 76 421 36 100 367 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.2 2.8 3.4 0.6 3.3 1.5 Cycle Q Clear(g_c), s 1.2 2.8 3.4 0.6 3.3 1.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 187 166 2040 910 179 2627 V/C Ratio(X) 0.20 0.46 0.21 0.04 0.56 0.14 Avail Cap(c_a), veh/h 347 309 2040 910 347 2627 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.05 1.05 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 25.1 5.8 5.2 25.5 1.6 Incr Delay (d2), s/veh 0.5 2.0 0.2 0.1 2.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.0 0.8 0.1 1.3 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.0 27.1 6.0 5.3 28.2 1.7 LnGrp LOS C C A A C A Approach Vol, veh/h 114 457 467 Approach Delay, s/veh 26.4 5.9 7.4 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.2 39.4 49.5 10.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 23.5 26.5 11.5 Max Q Clear Time (g_c+I1), s 5.3 5.4 3.5 4.8 Green Ext Time (p_c), s 0.1 2.3 2.0 0.1 Intersection Summary HCM 6th Ctrl Delay 8.8 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. 6.5-6 Lanes, Volumes, Timings EAC (2021) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)11 168 268 30 157 38 243 248 24 49 183 14 Future Volume (vph)11 168 268 30 157 38 243 248 24 49 183 14 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-7 HCM 6th AWSC EAC (2021) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh21.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 168 268 30 157 38 243 248 24 49 183 14 Future Vol, veh/h 11 168 268 30 157 38 243 248 24 49 183 14 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 12 189 301 34 176 43 273 279 27 55 206 16 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 28.6 14.7 20.8 15 HCM LOS D B C B Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 77% 0% 100% 17% 0% 100% 58% 0% 100% 81% Vol Right, %0% 0% 23% 0% 0% 83% 0% 0% 42% 0% 0% 19% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 243 165 107 11 112 324 30 105 90 49 122 75 LT Vol 243 0 0 11 0 0 30 0 0 49 0 0 Through Vol 0 165 83 0 112 56 0 105 52 0 122 61 RT Vol 0 0 24 0 0 268 0 0 38 0 0 14 Lane Flow Rate 273 186 120 12 126 364 34 118 101 55 137 84 Geometry Grp 888888888888 Degree of Util (X) 0.659 0.422 0.267 0.03 0.293 0.789 0.089 0.294 0.245 0.144 0.339 0.205 Departure Headway (Hd) 8.685 8.185 8.027 8.881 8.381 7.802 9.49 8.99 8.696 9.409 8.909 8.778 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 418 442 449 405 430 466 378 400 413 382 404 409 Service Time 6.404 5.904 5.747 6.598 6.098 5.519 7.238 6.738 6.443 7.158 6.658 6.527 HCM Lane V/C Ratio 0.653 0.421 0.267 0.03 0.293 0.781 0.09 0.295 0.245 0.144 0.339 0.205 HCM Control Delay 26.7 16.8 13.7 11.9 14.5 34 13.2 15.5 14.3 13.7 16.2 13.8 HCM Lane LOS D C B B B D B C B B C B HCM 95th-tile Q 4.6 2.1 1.1 0.1 1.2 7.1 0.3 1.2 1 0.5 1.5 0.8 6.5-8 Lanes, Volumes, Timings EAC (2021) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)11 168 268 30 157 38 243 248 24 49 183 14 Future Volume (vph)11 168 268 30 157 38 243 248 24 49 183 14 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Prot NA Perm Prot NA Protected Phases 2 6 3 8 7 4 Permitted Phases 2 6 6 8 Detector Phase 2 2 66638874 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 9.0 30.5 30.5 9.0 30.5 Total Split (s)50.0 50.0 50.0 50.0 50.0 32.0 49.0 49.0 21.0 38.0 Total Split (%)41.7% 41.7% 41.7% 41.7% 41.7% 26.7% 40.8% 40.8% 17.5% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.0 3.5 3.5 3.0 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.5-9 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 168 268 30 157 38 243 248 24 49 183 14 Future Volume (veh/h) 11 168 268 30 157 38 243 248 24 49 183 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 12 189 301 34 176 43 273 279 27 55 206 16 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 585 829 740 380 1659 740 369 1283 572 72 985 76 Arrive On Green 0.48 0.48 0.48 0.48 0.48 0.48 0.11 0.37 0.37 0.04 0.30 0.30 Sat Flow, veh/h 1162 1730 1543 906 3460 1543 3365 3460 1543 1734 3255 251 Grp Volume(v), veh/h 12 189 301 34 176 43 273 279 27 55 109 113 Grp Sat Flow(s),veh/h/ln 1162 1730 1543 906 1730 1543 1682 1730 1543 1734 1730 1776 Q Serve(g_s), s 0.7 7.7 15.1 3.0 3.3 1.8 9.4 6.6 1.3 3.8 5.6 5.7 Cycle Q Clear(g_c), s 4.0 7.7 15.1 18.2 3.3 1.8 9.4 6.6 1.3 3.8 5.6 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 585 829 740 380 1659 740 369 1283 572 72 523 537 V/C Ratio(X) 0.02 0.23 0.41 0.09 0.11 0.06 0.74 0.22 0.05 0.77 0.21 0.21 Avail Cap(c_a), veh/h 585 829 740 380 1659 740 785 1283 572 246 523 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.2 18.3 20.2 26.1 17.1 16.7 51.8 25.8 24.2 56.9 31.2 31.2 Incr Delay (d2), s/veh 0.1 0.6 1.5 0.5 0.1 0.2 6.1 0.4 0.2 29.7 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.0 5.3 0.7 1.3 0.6 4.2 2.7 0.5 2.2 2.4 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.3 18.8 21.7 26.5 17.3 16.9 57.8 26.2 24.3 86.6 32.1 32.1 LnGrp LOS B B C C B B E C C F C C Approach Vol, veh/h 502 253 579 277 Approach Delay, s/veh 20.5 18.4 41.0 42.9 Approach LOS C B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 62.0 17.2 40.8 62.0 9.0 49.0 Change Period (Y+Rc), s 4.5 4.0 4.5 4.5 4.0 4.5 Max Green Setting (Gmax), s 45.5 28.0 33.5 45.5 17.0 44.5 Max Q Clear Time (g_c+I1), s 17.1 11.4 7.7 20.2 5.8 8.6 Green Ext Time (p_c), s 2.8 1.7 1.0 1.2 0.1 1.7 Intersection Summary HCM 6th Ctrl Delay 31.4 HCM 6th LOS C 6.5-10 Lanes, Volumes, Timings EAC (2021) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 391 50 21 350 57 117 189 14 44 168 51 Future Volume (vph)66 391 50 21 350 57 117 189 14 44 168 51 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 50.0 50.0 15.0 42.0 42.0 20.0 40.0 40.0 15.0 35.0 35.0 Total Split (%)19.2% 41.7% 41.7% 12.5% 35.0% 35.0% 16.7% 33.3% 33.3% 12.5% 29.2% 29.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.5-11 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 391 50 21 350 57 117 189 14 44 168 51 Future Volume (veh/h) 66 391 50 21 350 57 117 189 14 44 168 51 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 76 449 57 24 402 66 134 217 16 51 193 59 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 97 1641 732 56 1559 695 194 1024 457 160 989 441 Arrive On Green 0.06 0.47 0.47 0.03 0.45 0.45 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 76 449 57 24 402 66 134 217 16 51 193 59 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.2 9.4 2.4 1.6 8.7 2.9 4.7 5.7 0.9 1.8 5.1 3.4 Cycle Q Clear(g_c), s 5.2 9.4 2.4 1.6 8.7 2.9 4.7 5.7 0.9 1.8 5.1 3.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 97 1641 732 56 1559 695 194 1024 457 160 989 441 V/C Ratio(X) 0.78 0.27 0.08 0.43 0.26 0.09 0.69 0.21 0.04 0.32 0.20 0.13 Avail Cap(c_a), veh/h 267 1641 732 152 1559 695 435 1024 457 294 989 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 19.0 17.2 57.0 20.5 18.9 55.5 31.7 30.1 55.3 32.4 31.8 Incr Delay (d2), s/veh 12.8 0.4 0.2 5.2 0.4 0.3 4.3 0.5 0.1 1.1 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 3.7 0.8 0.8 3.3 1.0 2.0 2.3 0.3 0.7 2.1 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.7 19.5 17.4 62.2 20.9 19.2 59.8 32.2 30.2 56.4 32.8 32.4 LnGrp LOS EBBECBECCECC Approach Vol, veh/h 582 492 367 303 Approach Delay, s/veh 25.7 22.7 42.2 36.7 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.2 40.0 8.4 61.4 11.4 38.8 11.2 58.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.5 10.5 45.5 15.5 30.5 18.5 37.5 Max Q Clear Time (g_c+I1), s 3.8 7.7 3.6 11.4 6.7 7.1 7.2 10.7 Green Ext Time (p_c), s 0.0 1.2 0.0 3.0 0.2 1.2 0.1 2.5 Intersection Summary HCM 6th Ctrl Delay 30.2 HCM 6th LOS C 6.5-12 Lanes, Volumes, Timings EAC (2021) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)63 317 57 32 310 21 83 203 45 30 196 90 Future Volume (vph)63 317 57 32 310 21 83 203 45 30 196 90 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 48.0 48.0 17.0 43.0 43.0 18.0 40.0 40.0 15.0 37.0 37.0 Total Split (%)18.3% 40.0% 40.0% 14.2% 35.8% 35.8% 15.0% 33.3% 33.3% 12.5% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.5-13 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 317 57 32 310 21 83 203 45 30 196 90 Future Volume (veh/h) 63 317 57 32 310 21 83 203 45 30 196 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 64 323 58 33 316 21 85 207 46 31 200 92 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 89 1653 737 67 1610 718 185 1024 457 126 964 430 Arrive On Green 0.05 0.48 0.48 0.04 0.47 0.47 0.05 0.30 0.30 0.04 0.28 0.28 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 64 323 58 33 316 21 85 207 46 31 200 92 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 4.4 6.5 2.4 2.2 6.5 0.9 2.9 5.4 2.6 1.1 5.3 5.5 Cycle Q Clear(g_c), s 4.4 6.5 2.4 2.2 6.5 0.9 2.9 5.4 2.6 1.1 5.3 5.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 89 1653 737 67 1610 718 185 1024 457 126 964 430 V/C Ratio(X) 0.72 0.20 0.08 0.49 0.20 0.03 0.46 0.20 0.10 0.25 0.21 0.21 Avail Cap(c_a), veh/h 253 1653 737 181 1610 718 379 1024 457 294 964 430 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 18.1 17.0 56.5 18.9 17.4 55.0 31.6 30.7 56.1 33.1 33.2 Incr Delay (d2), s/veh 10.3 0.3 0.2 5.4 0.3 0.1 1.8 0.4 0.4 1.0 0.5 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 2.5 0.9 1.1 2.5 0.3 1.3 2.2 1.0 0.5 2.2 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.3 18.3 17.2 61.9 19.2 17.5 56.8 32.1 31.1 57.1 33.6 34.3 LnGrp LOS EBBEBBECCECC Approach Vol, veh/h 445 370 338 323 Approach Delay, s/veh 25.1 22.9 38.2 36.1 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 61.8 11.1 37.9 10.7 60.3 9.0 40.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 43.5 13.5 32.5 17.5 38.5 10.5 35.5 Max Q Clear Time (g_c+I1), s 4.2 8.5 4.9 7.5 6.4 8.5 3.1 7.4 Green Ext Time (p_c), s 0.0 2.2 0.1 1.3 0.1 1.9 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 29.9 HCM 6th LOS C 6.5-14 Lanes, Volumes, Timings EAC (2021) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 338 5 250 30 396 192 27 Future Volume (vph)8 10 13 43 7 338 5 250 30 396 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-15 HCM 6th AWSC EAC (2021) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh30.5 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 43 7 338 5 250 30 396 192 27 Future Vol, veh/h 8 10 13 43 7 338 5 250 30 396 192 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 48 8 376 6 278 33 440 213 30 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 12.2 26.7 14.8 41 HCM LOS B D B E Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %4% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %96% 81% 0% 100% 20% 0% 100% 0% 0% 100% 70% Vol Right, %0% 19% 0% 0% 80% 0% 0% 100% 0% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 130 155 8 7 16 43 7 338 396 128 91 LT Vol 50800430039600 Through Vol 125 125 073070012864 RT Vol 0 30 0 0 13 0 0 338 0 0 27 Lane Flow Rate 144 172 9 7 18 48 8 376 440 142 101 Geometry Grp 88888888888 Degree of Util (X) 0.319 0.373 0.024 0.019 0.044 0.112 0.017 0.753 0.945 0.286 0.197 Departure Headway (Hd) 7.954 7.799 9.776 9.261 8.688 8.44 7.932 7.221 7.73 7.227 7.019 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 452 462 365 385 411 425 451 499 471 496 511 Service Time 5.712 5.557 7.562 7.047 6.473 6.191 5.682 4.971 5.48 4.978 4.769 HCM Lane V/C Ratio 0.319 0.372 0.025 0.018 0.044 0.113 0.018 0.754 0.934 0.286 0.198 HCM Control Delay 14.4 15.2 12.8 12.2 11.9 12.3 10.8 28.9 56.9 12.9 11.5 HCM Lane LOS B C BBBBBDFBB HCM 95th-tile Q 1.4 1.7 0.1 0.1 0.1 0.4 0.1 6.4 11.3 1.2 0.7 6.5-16 Lanes, Volumes, Timings EAC (2021) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 338 5 250 30 396 192 27 Future Volume (vph)8 10 13 43 7 338 5 250 30 396 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 6 4 Detector Phase 2 2 66688 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)49.0 49.0 49.0 49.0 49.0 34.0 34.0 37.0 37.0 37.0 Total Split (%)40.8% 40.8% 40.8% 40.8% 40.8% 28.3% 28.3% 30.8% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None None Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84.5 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.5-17 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 43 7 338 5 250 30 396 192 27 Future Volume (veh/h) 8 10 13 43 7 338 5 250 30 396 192 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 48 8 376 6 278 33 440 213 30 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 428 642 572 566 675 572 16 766 95 911 937 418 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.25 0.25 0.25 0.27 0.27 0.27 Sat Flow, veh/h 999 1730 1543 1386 1821 1543 65 3117 387 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 48 8 376 168 0 149 440 213 30 Grp Sat Flow(s),veh/h/ln 999 1730 1543 1386 1821 1543 1818 0 1752 1682 1730 1543 Q Serve(g_s), s 0.7 0.5 0.7 2.7 0.3 24.3 9.2 0.0 8.4 13.2 5.7 1.7 Cycle Q Clear(g_c), s 1.0 0.5 0.7 3.4 0.3 24.3 9.2 0.0 8.4 13.2 5.7 1.7 Prop In Lane 1.00 1.00 1.00 1.00 0.04 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 428 642 572 566 675 572 447 0 431 911 937 418 V/C Ratio(X) 0.02 0.02 0.02 0.08 0.01 0.66 0.38 0.00 0.35 0.48 0.23 0.07 Avail Cap(c_a), veh/h 428 642 572 566 675 572 447 0 431 911 937 418 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.92 0.92 0.92 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 23.9 24.0 25.1 23.9 31.4 37.6 0.0 37.3 36.7 34.0 32.5 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.1 0.0 2.5 2.4 0.0 2.2 1.8 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.3 0.9 0.1 8.8 4.2 0.0 3.7 5.4 2.4 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.3 24.0 24.0 25.1 23.9 33.9 40.0 0.0 39.5 38.5 34.6 32.9 LnGrp LOS CCCCCCDADDCC Approach Vol, veh/h 34 432 317 683 Approach Delay, s/veh 24.1 32.8 39.8 37.0 Approach LOS CCDD Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 49.0 37.0 49.0 34.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 44.5 32.5 44.5 29.5 Max Q Clear Time (g_c+I1), s 3.0 15.2 26.3 11.2 Green Ext Time (p_c), s 0.1 2.6 1.3 1.4 Intersection Summary HCM 6th Ctrl Delay 36.1 HCM 6th LOS D 6.5-18 Lanes, Volumes, Timings EAC (2021) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 353 251 10 347 291 230 473 30 169 428 77 Future Volume (vph) 121 353 251 10 347 291 230 473 30 169 428 77 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.5-19 HCM 6th Roundabout EAC (2021) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 42.8 Intersection LOS E Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 780 697 788 725 Demand Flow Rate, veh/h 796 710 804 740 Vehicles Circulating, veh/h 666 904 707 643 Vehicles Exiting, veh/h 632 574 480 652 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 14.8 13.8 102.6 35.7 Approach LOS B B F E Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 275 4.976 319 4.976 33 4.976 85 Entry Flow, veh/h 521 1887 391 1887 771 1887 655 1887 Cap Entry Lane, veh/h 700 0.980 549 0.980 671 0.980 716 0.980 Entry HV Adj Factor 0.980 270 0.981 313 0.980 32 0.980 83 Flow Entry, veh/h 510 1850 384 1850 756 1850 642 1850 Cap Entry, veh/h 685 0.146 538 0.169 658 0.017 702 0.045 V/C Ratio 0.745 0.0 0.712 0.0 1.149 0.0 0.915 0.0 Control Delay, s/veh 22.7 A 25.1 A 106.9 A 40.3 A LOS C1D1F0E0 95th %tile Queue, veh 7 6 24 12 6.5-20 Lanes, Volumes, Timings EAC (2021) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 12411613853134069051 Future Volume (vph)37 12411613853134069051 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 52.0 20.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 43.3% 16.7% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 90 (75%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.5-21 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 12411613853134069051 Future Volume (veh/h) 37 12411613853134069051 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 40 12411714917144374255 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 62 1 199 55 8 199 65 3192 49 132 3173 234 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.04 0.63 0.63 0.15 1.00 1.00 Sat Flow, veh/h 24 6 1543 11 62 1543 1734 5045 77 1734 4724 348 Grp Volume(v), veh/h 41 0250171460232943519278 Grp Sat Flow(s),veh/h/ln 30 0 1543 73 0 1543 1734 1657 1807 1734 1657 1758 Q Serve(g_s), s 0.3 0.0 0.1 0.1 0.0 1.2 0.9 9.8 9.8 2.7 0.0 0.0 Cycle Q Clear(g_c), s 15.4 0.0 0.1 15.3 0.0 1.2 0.9 9.8 9.8 2.7 0.0 0.0 Prop In Lane 0.98 1.00 0.80 1.00 1.00 0.04 1.00 0.20 Lane Grp Cap(c), veh/h 63 0 199 63 0 199 65 2097 1143 132 2226 1181 V/C Ratio(X) 0.65 0.00 0.01 0.08 0.00 0.09 0.22 0.29 0.29 0.33 0.23 0.24 Avail Cap(c_a), veh/h 374 0 540 391 0 540 173 2097 1143 202 2226 1181 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 Uniform Delay (d), s/veh 59.7 0.0 45.6 46.6 0.0 46.1 56.1 9.9 9.9 48.1 0.0 0.0 Incr Delay (d2), s/veh 21.5 0.0 0.0 1.1 0.0 0.4 3.5 0.3 0.6 2.4 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.1 0.2 0.0 0.5 0.5 3.1 3.5 1.2 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.2 0.0 45.7 47.7 0.0 46.5 59.6 10.2 10.5 50.6 0.2 0.4 LnGrp LOS F A D D A D E B B D A A Approach Vol, veh/h 43 22 945 840 Approach Delay, s/veh 79.5 46.7 11.1 2.8 Approach LOS E D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.1 83.3 21.6 10.5 88.0 21.6 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 44.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.7 11.8 17.4 2.9 2.0 17.3 Green Ext Time (p_c), s 0.1 11.9 0.3 0.0 10.8 0.1 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. 6.5-22 Lanes, Volumes, Timings EAC (2021) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 283 74 60 308 195 121 727 59 118 638 362 Future Volume (vph) 256 283 74 60 308 195 121 727 59 118 638 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.5-23 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 283 74 60 308 195 121 727 59 118 638 362 Future Volume (veh/h) 256 283 74 60 308 195 121 727 59 118 638 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 289 76 61 314 199 123 742 60 120 651 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1126 502 151 493 418 171 1316 408 330 1315 408 Arrive On Green 0.14 0.33 0.33 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 289 76 61 314 199 123 742 60 120 651 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 7.4 4.2 4.0 18.2 13.0 8.4 17.2 4.3 4.0 13.3 27.7 Cycle Q Clear(g_c), s 17.0 7.4 4.2 4.0 18.2 13.0 8.4 17.2 4.3 4.0 13.3 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1126 502 151 493 418 171 1316 408 330 1315 408 V/C Ratio(X) 1.06 0.26 0.15 0.40 0.64 0.48 0.72 0.56 0.15 0.36 0.50 0.90 Avail Cap(c_a), veh/h 246 1126 502 173 493 418 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 29.8 28.7 51.8 38.6 36.7 56.4 48.1 42.2 50.6 37.4 42.7 Incr Delay (d2), s/veh 74.8 0.6 0.6 0.6 6.2 3.9 11.3 0.6 0.2 0.2 0.4 22.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 3.0 1.6 1.7 8.7 5.2 4.3 7.6 1.7 1.6 5.2 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 126.3 30.4 29.4 52.5 44.8 40.5 67.7 48.7 42.5 50.9 37.8 65.1 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 626 574 925 1140 Approach Delay, s/veh 70.2 44.1 50.9 48.0 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.8 39.3 16.4 46.5 17.8 39.2 23.0 40.0 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 6.0 19.2 6.0 9.4 10.4 29.7 19.0 20.2 Green Ext Time (p_c), s 0.1 5.2 0.0 3.7 0.0 2.0 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 52.4 HCM 6th LOS D 6.5-24 Lanes, Volumes, Timings EAC (2021) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)31 4 5 150 121 58 Future Volume (vph)31 4 5 150 121 58 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-25 HCM 6th AWSC EAC (2021) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 31 4 5 150 121 58 Future Vol, veh/h 31 4 5 150 121 58 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 37 5 6 181 146 70 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.7 8.4 9.1 HCM LOS A A A Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %89% 0% 0% 100% 0% Vol Thru, %11% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 35 5 150 121 58 LT Vol 31 0 0 121 0 Through Vol 45000 RT Vol 0 0 150 0 58 Lane Flow Rate 42 6 181 146 70 Geometry Grp 47777 Degree of Util (X) 0.062 0.009 0.223 0.225 0.085 Departure Headway (Hd)5.28 5.147 4.444 5.565 4.361 Convergence, Y/N Yes Yes Yes Yes Yes Cap 679 697 810 646 821 Service Time 3.305 2.864 2.161 3.293 2.089 HCM Lane V/C Ratio 0.062 0.009 0.223 0.226 0.085 HCM Control Delay 8.7 7.9 8.4 9.9 7.5 HCM Lane LOS AAAAA HCM 95th-tile Q 0.2 0 0.9 0.9 0.3 6.5-26 Lanes, Volumes, Timings EAC (2021) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)16 39 85 4 48 155 95 63 2 71 62 27 Future Volume (vph)16 39 85 4 48 155 95 63 2 71 62 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-27 HCM 6th AWSC EAC (2021) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 39 85 4 48 155 95 63 2 71 62 27 Future Vol, veh/h 16 39 85 4 48 155 95 63 2 71 62 27 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 18 43 93 4 53 170 104 69 2 78 68 30 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 9.5 11.3 10.6 9.9 HCM LOS ABBA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 29% 0% 2% 100% 0% 0% Vol Thru, %0% 97% 71% 0% 23% 0% 100% 0% Vol Right, %0% 3% 0% 100% 75% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 95 65 55 85 207 71 62 27 LT Vol 95 0 16 0 4 71 0 0 Through Vol 0 63 39 0 48 0 62 0 RT Vol 0 2 0 85 155 0 0 27 Lane Flow Rate 104 71 60 93 227 78 68 30 Geometry Grp 88888888 Degree of Util (X) 0.195 0.123 0.107 0.144 0.35 0.146 0.117 0.045 Departure Headway (Hd)6.709 6.18 6.384 5.532 5.546 6.715 6.208 5.499 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 535 580 561 647 648 534 577 650 Service Time 4.449 3.919 4.128 3.275 3.285 4.456 3.949 3.24 HCM Lane V/C Ratio 0.194 0.122 0.107 0.144 0.35 0.146 0.118 0.046 HCM Control Delay 11.1 9.8 9.9 9.2 11.3 10.6 9.8 8.5 HCM Lane LOS BAAABBAA HCM 95th-tile Q 0.7 0.4 0.4 0.5 1.6 0.5 0.4 0.1 6.5-28 Lanes, Volumes, Timings EAC (2021) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)33 54 49 7 48 30 39 208 8 18 139 34 Future Volume (vph)33 54 49 7 48 30 39 208 8 18 139 34 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-29 HCM 6th AWSC EAC (2021) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 54 49 7 48 30 39 208 8 18 139 34 Future Vol, veh/h 33 54 49 7 48 30 39 208 8 18 139 34 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 39 64 58 8 57 36 46 248 10 21 165 40 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 10 9.4 12 10.3 HCM LOS AABB Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %15% 24% 8% 11% 0% Vol Thru, %82% 40% 56% 89% 0% Vol Right, % 3% 36% 35% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 255 136 85 157 34 LT Vol 39 33 7 18 0 Through Vol 208 54 48 139 0 RT Vol 8 49 30 0 34 Lane Flow Rate 304 162 101 187 40 Geometry Grp 52277 Degree of Util (X) 0.433 0.239 0.152 0.295 0.055 Departure Headway (Hd)5.138 5.322 5.406 5.675 4.909 Convergence, Y/N Yes Yes Yes Yes Yes Cap 704 675 663 635 731 Service Time 3.138 3.356 3.442 3.398 2.632 HCM Lane V/C Ratio 0.432 0.24 0.152 0.294 0.055 HCM Control Delay 12 10 9.4 10.8 7.9 HCM Lane LOS BAABA HCM 95th-tile Q 2.2 0.9 0.5 1.2 0.2 6.5-30 Lanes, Volumes, Timings EAC (2021) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 94 7 17 59 19 11 196 26 49 142 8 Future Volume (vph)0 94 7 17 59 19 11 196 26 49 142 8 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-31 HCM 6th AWSC EAC (2021) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh11.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 94 7 17 59 19 11 196 26 49 142 8 Future Vol, veh/h 0 94 7 17 59 19 11 196 26 49 142 8 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 111 8 20 69 22 13 231 31 58 167 9 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 10.2 10.7 12.6 9.9 HCM LOS B B B A Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 18% 100% 0% 0% Vol Thru, %0% 88% 100% 100% 0% 62% 0% 100% 86% Vol Right, %0% 12% 0% 0% 100% 20% 0% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 11 222 0 94 7 95 49 95 55 LT Vol 110000174900 Through Vol 0 196 0 94 0 59 0 95 47 RT Vol 0 26 0 0 7 19 0 0 8 Lane Flow Rate 13 261 0 111 8 112 58 111 65 Geometry Grp 887778888 Degree of Util (X) 0.023 0.423 0 0.189 0.012 0.197 0.105 0.186 0.107 Departure Headway (Hd) 6.425 5.837 6.138 6.138 5.433 6.36 6.528 6.023 5.92 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 558 616 0 585 658 564 549 596 605 Service Time 4.159 3.571 3.873 3.873 3.168 4.1 4.263 3.758 3.655 HCM Lane V/C Ratio 0.023 0.424 0 0.19 0.012 0.199 0.106 0.186 0.107 HCM Control Delay 9.3 12.8 8.9 10.3 8.2 10.7 10 10.1 9.4 HCM Lane LOS A B N BABABA HCM 95th-tile Q 0.1 2.1 0 0.7 0 0.7 0.3 0.7 0.4 6.5-32 Lanes, Volumes, Timings EAC (2021) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 133 20 21 225 52 33 245 7 51 205 88 Future Volume (vph)28 133 20 21 225 52 33 245 7 51 205 88 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-33 HCM 6th AWSC EAC (2021) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 31.1 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 133 20 21 225 52 33 245 7 51 205 88 Future Vol, veh/h 28 133 20 21 225 52 33 245 7 51 205 88 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 35 164 25 26 278 64 41 302 9 63 253 109 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 17.4 40.4 37.6 24.9 HCM LOS C E E C Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %12% 100% 0% 7% 20% 0% Vol Thru, %86% 0% 87% 76% 80% 0% Vol Right, % 2% 0% 13% 17% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 285 28 153 298 256 88 LT Vol 33 28 0 21 51 0 Through Vol 245 0 133 225 205 0 RT Vol 7 0 20 52 0 88 Lane Flow Rate 352 35 189 368 316 109 Geometry Grp 677677 Degree of Util (X) 0.804 0.088 0.449 0.831 0.718 0.222 Departure Headway (Hd)8.231 9.177 8.563 8.132 8.173 7.347 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 440 389 419 445 442 487 Service Time 6.308 6.963 6.348 6.204 5.948 5.121 HCM Lane V/C Ratio 0.8 0.09 0.451 0.827 0.715 0.224 HCM Control Delay 37.6 12.9 18.2 40.4 29.3 12.2 HCM Lane LOS E B C E D B HCM 95th-tile Q 7.3 0.3 2.3 7.9 5.6 0.8 6.5-34 Lanes, Volumes, Timings EAC (2021) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 133 20 21 225 52 33 245 7 51 205 88 Future Volume (vph)28 133 20 21 225 52 33 245 7 51 205 88 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.0 30.0 30.0 30.0 33.0 33.0 30.0 30.0 30.0 Total Split (s)58.0 58.0 58.0 58.0 62.0 62.0 62.0 62.0 62.0 Total Split (%)48.3% 48.3% 48.3% 48.3% 51.7% 51.7% 51.7% 51.7% 51.7% Yellow Time (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.5-35 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 133 20 21 225 52 33 245 7 51 205 88 Future Volume (veh/h) 28 133 20 21 225 52 33 245 7 51 205 88 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 164 25 26 278 64 41 302 9 63 253 109 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, %222222222222 Cap, veh/h 161 368 56 50 323 72 144 1033 30 236 926 1072 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.69 0.69 0.69 0.69 0.69 0.69 Sat Flow, veh/h 1039 1543 235 74 1354 301 159 1487 43 288 1332 1543 Grp Volume(v), veh/h 35 0 189 368 0 0 352 0 0 316 0 109 Grp Sat Flow(s),veh/h/ln 1039 0 1779 1728 0 0 1689 0 0 1620 0 1543 Q Serve(g_s), s 0.0 0.0 10.9 13.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.8 Cycle Q Clear(g_c), s 11.0 0.0 10.9 24.7 0.0 0.0 8.8 0.0 0.0 7.7 0.0 2.8 Prop In Lane 1.00 0.13 0.07 0.17 0.12 0.03 0.20 1.00 Lane Grp Cap(c), veh/h 161 0 424 444 0 0 1207 0 0 1162 0 1072 V/C Ratio(X) 0.22 0.00 0.45 0.83 0.00 0.00 0.29 0.00 0.00 0.27 0.00 0.10 Avail Cap(c_a), veh/h 381 0 800 805 0 0 1207 0 0 1162 0 1072 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.0 0.0 38.9 44.1 0.0 0.0 6.9 0.0 0.0 6.8 0.0 6.0 Incr Delay (d2), s/veh 0.7 0.0 0.7 4.0 0.0 0.0 0.6 0.0 0.0 0.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 4.6 10.5 0.0 0.0 3.0 0.0 0.0 2.6 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.6 0.0 39.7 48.1 0.0 0.0 7.5 0.0 0.0 7.3 0.0 6.2 LnGrp LOS D A D D AAAAAAAA Approach Vol, veh/h 224 368 352 425 Approach Delay, s/veh 39.7 48.1 7.5 7.0 Approach LOS D D A A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 87.4 32.6 87.4 32.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 58.0 54.0 58.0 54.0 Max Q Clear Time (g_c+I1), s 10.8 13.0 9.7 26.7 Green Ext Time (p_c), s 2.1 1.1 2.2 2.0 Intersection Summary HCM 6th Ctrl Delay 23.5 HCM 6th LOS C 6.5-36 Lanes, Volumes, Timings EAC (2021) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)98 295 28 22 312 126 28 240 31 97 241 59 Future Volume (vph)98 295 28 22 312 126 28 240 31 97 241 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-37 HCM 6th AWSC EAC (2021) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh53.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 98 295 28 22 312 126 28 240 31 97 241 59 Future Vol, veh/h 98 295 28 22 312 126 28 240 31 97 241 59 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 118 355 34 27 376 152 34 289 37 117 290 71 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 71.4 39 95.2 21 HCM LOS F E F C Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %9% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %80% 0% 100% 0% 0% 100% 45% 0% 100% 58% Vol Right, %10% 0% 0% 100% 0% 0% 55% 0% 0% 42% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 299 98 295 28 22 208 230 97 161 139 LT Vol 28 98 0 0 22 0 0 97 0 0 Through Vol 240 0 295 0 0 208 104 0 161 80 RT Vol 31 0 0 28 0 0 126 0 0 59 Lane Flow Rate 360 118 355 34 27 251 277 117 194 168 Geometry Grp 8888888777 Degree of Util (X) 1.048 0.36 1.036 0.091 0.081 0.729 0.777 0.331 0.522 0.439 Departure Headway (Hd) 10.47711.48310.95210.20711.51210.979 10.5710.65610.128 9.816 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 349 315 334 353 313 331 344 340 358 369 Service Time 8.197 9.183 8.652 7.907 9.212 8.679 8.27 8.356 7.828 7.516 HCM Lane V/C Ratio 1.032 0.375 1.063 0.096 0.086 0.758 0.805 0.344 0.542 0.455 HCM Control Delay 95.2 20.5 93.7 13.9 15.2 38.3 41.9 18.5 23.4 20 HCM Lane LOS F C F B C E E C C C HCM 95th-tile Q 12.7 1.6 12.1 0.3 0.3 5.4 6.3 1.4 2.9 2.2 6.5-38 Lanes, Volumes, Timings EAC (2021) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)98 295 28 22 312 126 28 240 31 97 241 59 Future Volume (vph)98 295 28 22 312 126 28 240 31 97 241 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)31.0 31.0 31.0 31.0 31.0 31.0 29.0 29.0 29.0 29.0 Total Split (%)51.7% 51.7% 51.7% 51.7% 51.7% 51.7% 48.3% 48.3% 48.3% 48.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.5-39 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 98 295 28 22 312 126 28 240 31 97 241 59 Future Volume (veh/h) 98 295 28 22 312 126 28 240 31 97 241 59 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 118 355 34 27 376 152 34 289 37 117 290 71 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 447 804 682 425 1528 682 100 597 72 511 1129 272 Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 875 1821 1543 995 3460 1543 84 1462 177 1054 2765 666 Grp Volume(v), veh/h 118 355 34 27 376 152 360 0 0 117 180 181 Grp Sat Flow(s),veh/h/ln 875 1821 1543 995 1730 1543 1723 0 0 1054 1730 1701 Q Serve(g_s), s 5.9 8.1 0.8 1.2 4.1 3.7 0.0 0.0 0.0 0.0 4.1 4.2 Cycle Q Clear(g_c), s 9.9 8.1 0.8 9.3 4.1 3.7 8.9 0.0 0.0 6.2 4.1 4.2 Prop In Lane 1.00 1.00 1.00 1.00 0.09 0.10 1.00 0.39 Lane Grp Cap(c), veh/h 447 804 682 425 1528 682 769 0 0 511 706 695 V/C Ratio(X) 0.26 0.44 0.05 0.06 0.25 0.22 0.47 0.00 0.00 0.23 0.25 0.26 Avail Cap(c_a), veh/h 447 804 682 425 1528 682 769 0 0 511 706 695 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.6 11.6 9.6 14.8 10.5 10.4 13.1 0.0 0.0 12.3 11.7 11.8 Incr Delay (d2), s/veh 1.4 1.8 0.1 0.3 0.4 0.8 2.0 0.0 0.0 1.0 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.7 0.2 0.2 1.2 1.0 3.2 0.0 0.0 1.0 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.0 13.4 9.7 15.1 10.9 11.1 15.2 0.0 0.0 13.4 12.6 12.7 LnGrp LOS BBABBBBAABBB Approach Vol, veh/h 507 555 360 478 Approach Delay, s/veh 13.5 11.2 15.2 12.8 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 31.0 29.0 31.0 29.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.5 24.5 26.5 24.5 Max Q Clear Time (g_c+I1), s 11.9 8.2 11.3 10.9 Green Ext Time (p_c), s 2.2 2.1 2.4 1.6 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B 6.5-40 Lanes, Volumes, Timings EAC (2021) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 201 33 27 318 123 22 365 17 70 305 41 Future Volume (vph)30 201 33 27 318 123 22 365 17 70 305 41 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.5-41 HCM 6th Signalized Intersection Summary EAC (2021) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 201 33 27 318 123 22 365 17 70 305 41 Future Volume (veh/h) 30 201 33 27 318 123 22 365 17 70 305 41 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 236 39 32 374 145 26 429 20 82 359 48 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 201 506 429 308 506 576 86 1437 67 165 1452 193 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.43 0.42 0.10 0.47 0.46 Sat Flow, veh/h 882 1821 1543 1104 1821 1543 1734 3366 157 1734 3071 407 Grp Volume(v), veh/h 35 236 39 32 374 145 26 220 229 82 201 206 Grp Sat Flow(s),veh/h/ln 882 1821 1543 1104 1821 1543 1734 1730 1793 1734 1730 1748 Q Serve(g_s), s 2.3 6.5 1.1 1.5 11.2 3.9 0.9 5.0 5.0 2.7 4.2 4.2 Cycle Q Clear(g_c), s 13.4 6.5 1.1 7.9 11.2 3.9 0.9 5.0 5.0 2.7 4.2 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 0.23 Lane Grp Cap(c), veh/h 201 506 429 308 506 576 86 738 765 165 818 826 V/C Ratio(X) 0.17 0.47 0.09 0.10 0.74 0.25 0.30 0.30 0.30 0.50 0.25 0.25 Avail Cap(c_a), veh/h 279 668 566 406 668 713 217 738 765 231 818 826 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 18.0 16.0 21.3 19.7 13.0 27.5 11.3 11.3 25.8 9.4 9.5 Incr Delay (d2), s/veh 0.4 0.7 0.1 0.1 3.0 0.2 2.0 1.0 1.0 2.3 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.3 0.3 0.3 4.3 1.1 0.4 1.7 1.7 1.1 1.3 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.2 18.6 16.1 21.4 22.7 13.2 29.5 12.3 12.3 28.1 10.2 10.2 LnGrp LOS C B B C C B C B B C B B Approach Vol, veh/h 310 551 475 489 Approach Delay, s/veh 19.2 20.2 13.3 13.2 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.7 29.6 20.7 7.0 32.4 20.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 4.7 7.0 15.4 2.9 6.2 13.2 Green Ext Time (p_c), s 0.0 1.7 0.7 0.0 1.6 1.7 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B 6.5-42 Lanes, Volumes, Timings EAC (2021) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)5 57 8 1 51 2 3 107 2 11 99 11 Future Volume (vph)5 57 8 1 51 2 3 107 2 11 99 11 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-43 HCM 6th AWSC EAC (2021) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 57 8 1 51 2 3 107 2 11 99 11 Future Vol, veh/h 5 57 8 1 51 2 3 107 2 11 99 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 5 61 9 1 54 2 3 114 2 12 105 12 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8 7.9 8.1 8.1 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %3% 7% 2% 9% Vol Thru, %96% 81% 94% 82% Vol Right, % 2% 11% 4% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 112 70 54 121 LT Vol 3 5 1 11 Through Vol 107 57 51 99 RT Vol 2 8 2 11 Lane Flow Rate 119 74 57 129 Geometry Grp 1111 Degree of Util (X) 0.145 0.093 0.073 0.155 Departure Headway (Hd)4.375 4.506 4.561 4.335 Convergence, Y/N Yes Yes Yes Yes Cap 822 797 787 829 Service Time 2.391 2.524 2.58 2.35 HCM Lane V/C Ratio 0.145 0.093 0.072 0.156 HCM Control Delay 8.1 8 7.9 8.1 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.3 0.2 0.5 6.5-44 Lanes, Volumes, Timings EAC (2021) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 112 111 21 10 84 111 13 223 7 93 347 119 Future Volume (vph) 112 111 21 10 84 111 13 223 7 93 347 119 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-45 HCM 6th AWSC EAC (2021) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 14.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 112 111 21 10 84 111 13 223 7 93 347 119 Future Vol, veh/h 112 111 21 10 84 111 13 223 7 93 347 119 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 122 121 23 11 91 121 14 242 8 101 377 129 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 13.5 13 13.6 15.3 HCM LOS B B B C Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 91% 0% 100% 0% 0% 100% 20% 0% 100% Vol Right, %0% 0% 9% 0% 0% 100% 0% 0% 80% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 13 149 81 112 111 21 10 56 139 93 231 LT Vol 13 0 0 112 0 0 10 0 0 93 0 Through Vol 0 149 74 0 111 0 0 56 28 0 231 RT Vol 00700210011100 Lane Flow Rate 14 162 88 122 121 23 11 61 151 101 251 Geometry Grp 88888888888 Degree of Util (X) 0.032 0.347 0.188 0.281 0.262 0.045 0.026 0.135 0.31 0.212 0.494 Departure Headway (Hd)8.234 7.734 7.674 8.311 7.811 7.111 8.456 7.956 7.397 7.567 7.067 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 435 465 468 432 460 503 423 450 485 475 510 Service Time 5.987 5.487 5.427 6.06 5.56 4.86 6.207 5.707 5.148 5.309 4.809 HCM Lane V/C Ratio 0.032 0.348 0.188 0.282 0.263 0.046 0.026 0.136 0.311 0.213 0.492 HCM Control Delay 11.3 14.6 12.2 14.3 13.3 10.2 11.4 12 13.5 12.3 16.5 HCM Lane LOS BBBBBBBBBBC HCM 95th-tile Q 0.1 1.5 0.7 1.1 1 0.1 0.1 0.5 1.3 0.8 2.7 6.5-46 Lanes, Volumes, Timings EAC (2021) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)46 73 1 363 40 60 472 Future Volume (vph)46 73 1 363 40 60 472 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)22.0 22.0 12.0 25.0 25.0 13.0 26.0 Total Split (%)36.7% 36.7% 20.0% 41.7% 41.7% 21.7% 43.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.5-47 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 46 73 1 363 40 60 472 Future Volume (veh/h) 46 73 1 363 40 60 472 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 52 82 408 45 67 530 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 195 174 1211 540 585 2610 Arrive On Green 0.11 0.11 0.35 0.35 0.34 0.75 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 52 82 408 45 67 530 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.6 3.0 5.2 0.7 1.6 2.7 Cycle Q Clear(g_c), s 1.6 3.0 5.2 0.7 1.6 2.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 195 174 1211 540 585 2610 V/C Ratio(X) 0.27 0.47 0.34 0.08 0.11 0.20 Avail Cap(c_a), veh/h 520 463 1211 540 585 2610 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 25.0 14.4 4.8 13.7 2.1 Incr Delay (d2), s/veh 0.7 2.0 0.8 0.3 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.0 1.8 0.4 0.5 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.1 26.9 15.1 5.1 13.8 2.3 LnGrp LOS C C BABA Approach Vol, veh/h 134 453 597 Approach Delay, s/veh 26.2 14.1 3.6 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 24.3 25.0 49.3 10.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 20.5 21.5 17.5 Max Q Clear Time (g_c+I1), s 3.6 7.2 4.7 5.0 Green Ext Time (p_c), s 0.0 2.0 2.8 0.3 Intersection Summary HCM 6th Ctrl Delay 10.2 HCM 6th LOS B Notes User approved ignoring U-Turning movement. 6.5-48 Lanes, Volumes, Timings EAC (2021) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)16 239 327 22 136 69 278 337 64 47 254 13 Future Volume (vph)16 239 327 22 136 69 278 337 64 47 254 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-49 HCM 6th AWSC EAC (2021) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh47.6 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 239 327 22 136 69 278 337 64 47 254 13 Future Vol, veh/h 16 239 327 22 136 69 278 337 64 47 254 13 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 18 269 367 25 153 78 312 379 72 53 285 15 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 89 18.2 34 21.3 HCM LOS F C D C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 64% 0% 100% 20% 0% 100% 40% 0% 100% 87% Vol Right, %0% 0% 36% 0% 0% 80% 0% 0% 60% 0% 0% 13% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 278 225 176 16 159 407 22 91 114 47 169 98 LT Vol 278 0 0 16 0 0 22 0 0 47 0 0 Through Vol 0 225 112 0 159 80 0 91 45 0 169 85 RT Vol 0 0 64 0 0 327 0 0 69 0 0 13 Lane Flow Rate 312 252 198 18 179 457 25 102 128 53 190 110 Geometry Grp 888888888888 Degree of Util (X) 0.841 0.645 0.493 0.05 0.475 1.141 0.076 0.301 0.364 0.157 0.541 0.309 Departure Headway (Hd) 9.888 9.388 9.13410.054 9.554 8.99211.30710.80710.38510.99510.49510.401 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 369 386 396 356 378 407 319 334 348 328 346 348 Service Time 7.588 7.088 6.834 7.81 7.31 6.748 9.007 8.507 8.085 8.695 8.195 8.101 HCM Lane V/C Ratio 0.846 0.653 0.5 0.051 0.474 1.123 0.078 0.305 0.368 0.162 0.549 0.316 HCM Control Delay 47.7 27.6 20.4 13.3 20.7 118.7 14.9 18.1 18.9 15.7 24.9 17.7 HCM Lane LOS E D C B C F B C C C C C HCM 95th-tile Q 7.7 4.3 2.6 0.2 2.5 17 0.2 1.2 1.6 0.5 3.1 1.3 6.5-50 Lanes, Volumes, Timings EAC (2021) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)16 239 327 22 136 69 278 337 64 47 254 13 Future Volume (vph)16 239 327 22 136 69 278 337 64 47 254 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Prot NA Perm Prot NA Protected Phases 2 6 3 8 7 4 Permitted Phases 2 6 6 8 Detector Phase 2 2 66638874 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 9.0 30.5 30.5 9.0 30.5 Total Split (s)51.0 51.0 51.0 51.0 51.0 31.0 51.0 51.0 18.0 38.0 Total Split (%)42.5% 42.5% 42.5% 42.5% 42.5% 25.8% 42.5% 42.5% 15.0% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.0 3.5 3.5 3.0 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.5-51 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 16 239 327 22 136 69 278 337 64 47 254 13 Future Volume (veh/h) 16 239 327 22 136 69 278 337 64 47 254 13 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 18 269 367 25 153 78 312 379 72 53 285 15 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 565 804 717 296 1607 717 411 1341 598 69 1020 53 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.12 0.39 0.39 0.04 0.31 0.31 Sat Flow, veh/h 1149 1730 1543 792 3460 1543 3365 3460 1543 1734 3344 175 Grp Volume(v), veh/h 18 269 367 25 153 78 312 379 72 53 147 153 Grp Sat Flow(s),veh/h/ln 1149 1730 1543 792 1730 1543 1682 1730 1543 1734 1730 1790 Q Serve(g_s), s 1.1 11.8 20.0 2.7 3.0 3.4 10.8 9.0 3.6 3.6 7.7 7.8 Cycle Q Clear(g_c), s 4.0 11.8 20.0 22.8 3.0 3.4 10.8 9.0 3.6 3.6 7.7 7.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 565 804 717 296 1607 717 411 1341 598 69 528 546 V/C Ratio(X) 0.03 0.33 0.51 0.08 0.10 0.11 0.76 0.28 0.12 0.77 0.28 0.28 Avail Cap(c_a), veh/h 565 804 717 296 1607 717 757 1341 598 202 528 546 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.1 20.4 22.6 30.6 18.0 18.1 51.0 25.3 23.6 57.1 31.7 31.7 Incr Delay (d2), s/veh 0.1 0.9 2.0 0.6 0.1 0.3 6.1 0.5 0.4 31.2 1.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 4.6 7.1 0.5 1.1 1.2 4.7 3.6 1.3 2.1 3.3 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.2 21.2 24.6 31.1 18.1 18.4 57.0 25.8 24.0 88.3 33.0 33.0 LnGrp LOS B C C C B B E C C F C C Approach Vol, veh/h 654 256 763 353 Approach Delay, s/veh 23.1 19.5 38.4 41.3 Approach LOS C B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 60.2 18.7 41.1 60.2 8.8 51.0 Change Period (Y+Rc), s 4.5 4.0 4.5 4.5 4.0 4.5 Max Green Setting (Gmax), s 46.5 27.0 33.5 46.5 14.0 46.5 Max Q Clear Time (g_c+I1), s 22.0 12.8 9.8 24.8 5.6 11.0 Green Ext Time (p_c), s 3.6 1.9 1.4 1.1 0.1 2.5 Intersection Summary HCM 6th Ctrl Delay 31.6 HCM 6th LOS C 6.5-52 Lanes, Volumes, Timings EAC (2021) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)73 482 85 18 393 46 95 267 30 55 215 63 Future Volume (vph)73 482 85 18 393 46 95 267 30 55 215 63 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)24.0 50.0 50.0 15.0 41.0 41.0 17.0 40.0 40.0 15.0 38.0 38.0 Total Split (%)20.0% 41.7% 41.7% 12.5% 34.2% 34.2% 14.2% 33.3% 33.3% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.5-53 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 482 85 18 393 46 95 267 30 55 215 63 Future Volume (veh/h) 73 482 85 18 393 46 95 267 30 55 215 63 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 85 560 99 21 457 53 110 310 35 64 250 73 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 108 1638 731 51 1525 680 191 1024 457 173 1005 448 Arrive On Green 0.06 0.47 0.47 0.03 0.44 0.44 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 85 560 99 21 457 53 110 310 35 64 250 73 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.8 12.2 4.3 1.4 10.2 2.4 3.8 8.3 2.0 2.2 6.6 4.2 Cycle Q Clear(g_c), s 5.8 12.2 4.3 1.4 10.2 2.4 3.8 8.3 2.0 2.2 6.6 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 108 1638 731 51 1525 680 191 1024 457 173 1005 448 V/C Ratio(X) 0.79 0.34 0.14 0.41 0.30 0.08 0.58 0.30 0.08 0.37 0.25 0.16 Avail Cap(c_a), veh/h 282 1638 731 152 1525 680 350 1024 457 294 1005 448 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.5 19.9 17.8 57.2 21.6 19.4 55.2 32.7 30.4 55.0 32.6 31.7 Incr Delay (d2), s/veh 12.0 0.6 0.4 5.3 0.5 0.2 2.7 0.8 0.3 1.3 0.6 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 4.8 1.5 0.7 4.0 0.8 1.6 3.5 0.7 0.9 2.8 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.5 20.4 18.2 62.5 22.1 19.7 57.9 33.4 30.8 56.3 33.2 32.5 LnGrp LOS E C B E C B E C C E C C Approach Vol, veh/h 744 531 455 387 Approach Delay, s/veh 25.5 23.5 39.1 36.9 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.7 40.0 8.0 61.3 11.3 39.3 12.0 57.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.5 10.5 45.5 12.5 33.5 19.5 36.5 Max Q Clear Time (g_c+I1), s 4.2 10.3 3.4 14.2 5.8 8.6 7.8 12.2 Green Ext Time (p_c), s 0.1 1.8 0.0 4.0 0.1 1.6 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 30.0 HCM 6th LOS C 6.5-54 Lanes, Volumes, Timings EAC (2021) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 420 140 49 334 41 107 333 37 41 210 87 Future Volume (vph)84 420 140 49 334 41 107 333 37 41 210 87 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)24.0 47.0 47.0 16.0 39.0 39.0 19.0 41.0 41.0 16.0 38.0 38.0 Total Split (%)20.0% 39.2% 39.2% 13.3% 32.5% 32.5% 15.8% 34.2% 34.2% 13.3% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.5-55 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 420 140 49 334 41 107 333 37 41 210 87 Future Volume (veh/h) 84 420 140 49 334 41 107 333 37 41 210 87 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 88 442 147 52 352 43 113 351 39 43 221 92 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 111 1569 700 83 1513 675 192 1052 469 149 1009 450 Arrive On Green 0.06 0.45 0.45 0.05 0.44 0.44 0.06 0.30 0.30 0.04 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 88 442 147 52 352 43 113 351 39 43 221 92 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.0 9.6 6.9 3.5 7.6 1.9 3.9 9.4 2.2 1.5 5.8 5.4 Cycle Q Clear(g_c), s 6.0 9.6 6.9 3.5 7.6 1.9 3.9 9.4 2.2 1.5 5.8 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 111 1569 700 83 1513 675 192 1052 469 149 1009 450 V/C Ratio(X) 0.79 0.28 0.21 0.62 0.23 0.06 0.59 0.33 0.08 0.29 0.22 0.20 Avail Cap(c_a), veh/h 282 1569 700 166 1513 675 407 1052 469 322 1009 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.4 20.6 19.8 56.1 21.2 19.5 55.2 32.3 29.8 55.5 32.2 32.0 Incr Delay (d2), s/veh 11.8 0.4 0.7 7.4 0.4 0.2 2.9 0.9 0.3 1.0 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 3.8 2.5 1.7 3.0 0.7 1.7 3.9 0.8 0.6 2.4 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.1 21.0 20.5 63.5 21.5 19.7 58.1 33.2 30.2 56.5 32.7 33.0 LnGrp LOS E C C E C B E C C E C C Approach Vol, veh/h 677 447 503 356 Approach Delay, s/veh 26.9 26.2 38.5 35.6 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.3 58.9 11.3 39.5 12.2 57.0 9.8 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 42.5 14.5 33.5 19.5 34.5 11.5 36.5 Max Q Clear Time (g_c+I1), s 5.5 11.6 5.9 7.8 8.0 9.6 3.5 11.4 Green Ext Time (p_c), s 0.0 3.3 0.2 1.5 0.1 2.1 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 31.3 HCM 6th LOS C 6.5-56 Lanes, Volumes, Timings EAC (2021) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 386 6 252 53 486 303 2 Future Volume (vph)31 24 2 34 10 386 6 252 53 486 303 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-57 HCM 6th AWSC EAC (2021) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh100.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 24 2 34 10 386 6 252 53 486 303 2 Future Vol, veh/h 31 24 2 34 10 386 6 252 53 486 303 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 38 29 2 41 12 471 7 307 65 593 370 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 15.2 79.9 20.7 149.5 HCM LOS C F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %5% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %95% 70% 0% 100% 80% 0% 100% 0% 0% 100% 98% Vol Right, %0% 30% 0% 0% 20% 0% 0% 100% 0% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 132 179 31 16 10 34 10 386 486 202 103 LT Vol 6 0 31 0 0 34 0 0 486 0 0 Through Vol 126 126 0 16 8 0 10 0 0 202 101 RT Vol 05300200386002 Lane Flow Rate 161 218 38 20 12 41 12 471 593 246 126 Geometry Grp 88888888888 Degree of Util (X) 0.408 0.54 0.114 0.056 0.035 0.106 0.03 1.05 1.431 0.561 0.286 Departure Headway (Hd) 9.489 9.25911.72711.20511.059 9.877 9.366 8.65 8.85 8.344 8.33 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 382 393 308 322 326 365 385 424 415 436 435 Service Time 7.189 6.959 9.427 8.905 8.759 7.577 7.066 6.35 6.55 6.044 6.03 HCM Lane V/C Ratio 0.421 0.555 0.123 0.062 0.037 0.112 0.031 1.111 1.429 0.564 0.29 HCM Control Delay 18.6 22.3 15.9 14.6 14.2 13.7 12.4 87.5 231.4 21.2 14.3 HCM Lane LOS C C C BBBBFFCB HCM 95th-tile Q 1.9 3.1 0.4 0.2 0.1 0.4 0.1 14.2 29.4 3.4 1.2 6.5-58 Lanes, Volumes, Timings EAC (2021) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 386 6 252 53 486 303 2 Future Volume (vph)31 24 2 34 10 386 6 252 53 486 303 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 6 4 Detector Phase 2 2 66688 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 33.0 33.0 39.0 39.0 39.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 27.5% 27.5% 32.5% 32.5% 32.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None None Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84.5 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.5-59 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 34 10 386 6 252 53 486 303 2 Future Volume (veh/h) 31 24 2 34 10 386 6 252 53 486 303 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 29 2 41 12 471 7 307 65 593 370 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222222222 Cap, veh/h 387 1191 81 552 660 559 15 673 149 967 995 444 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.24 0.24 0.24 0.29 0.29 0.29 Sat Flow, veh/h 912 3287 224 1378 1821 1543 63 2835 628 3365 3460 1543 Grp Volume(v), veh/h 38 15 16 41 12 471 202 0 177 593 370 2 Grp Sat Flow(s),veh/h/ln 912 1730 1781 1378 1821 1543 1818 0 1708 1682 1730 1543 Q Serve(g_s), s 3.3 0.7 0.7 2.4 0.5 33.6 11.4 0.0 10.6 18.3 10.2 0.1 Cycle Q Clear(g_c), s 3.9 0.7 0.7 3.1 0.5 33.6 11.4 0.0 10.6 18.3 10.2 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.03 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 387 627 646 552 660 559 432 0 406 967 995 444 V/C Ratio(X) 0.10 0.02 0.02 0.07 0.02 0.84 0.47 0.00 0.44 0.61 0.37 0.00 Avail Cap(c_a), veh/h 387 627 646 552 660 559 432 0 406 967 995 444 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.89 0.89 0.89 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 24.6 24.6 25.6 24.5 35.1 39.2 0.0 38.9 37.0 34.1 30.5 Incr Delay (d2), s/veh 0.5 0.1 0.1 0.1 0.0 10.0 3.6 0.0 3.4 2.9 1.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.3 0.3 0.7 0.2 13.2 5.3 0.0 4.6 7.5 4.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.3 24.7 24.7 25.6 24.6 45.1 42.9 0.0 42.3 39.9 35.2 30.5 LnGrp LOS CCCCCDDADDDC Approach Vol, veh/h 69 524 379 965 Approach Delay, s/veh 25.6 43.1 42.6 38.1 Approach LOS CDDD Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 48.0 39.0 48.0 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 43.5 34.5 43.5 28.5 Max Q Clear Time (g_c+I1), s 5.9 20.3 35.6 13.4 Green Ext Time (p_c), s 0.3 3.7 1.2 1.6 Intersection Summary HCM 6th Ctrl Delay 39.9 HCM 6th LOS D 6.5-60 Lanes, Volumes, Timings EAC (2021) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 360 317 30 362 280 191 590 70 184 594 138 Future Volume (vph) 104 360 317 30 362 280 191 590 70 184 594 138 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.5-61 HCM 6th Roundabout EAC (2021) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 78.7 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 840 722 914 985 Demand Flow Rate, veh/h 857 737 932 1005 Vehicles Circulating, veh/h 887 970 711 639 Vehicles Exiting, veh/h 606 597 685 761 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 27.8 22.4 145.4 101.5 Approach LOS D C F F Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 348 4.976 307 4.976 76 4.976 151 Entry Flow, veh/h 509 1887 430 1887 856 1887 854 1887 Cap Entry Lane, veh/h 558 0.980 513 0.980 668 0.980 719 0.980 Entry HV Adj Factor 0.981 341 0.980 301 0.981 75 0.980 148 Flow Entry, veh/h 499 1850 421 1850 839 1850 837 1850 Cap Entry, veh/h 548 0.184 503 0.163 655 0.041 705 0.080 V/C Ratio 0.912 0.0 0.838 0.0 1.281 0.0 1.188 0.0 Control Delay, s/veh 46.8 A 38.4 A 158.4 A 119.5 A LOS E1E1F0F0 95th %tile Queue, veh 11 8 33 28 6.5-62 Lanes, Volumes, Timings EAC (2021) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 2 21 9 1 42 3 970 7 23 978 68 Future Volume (vph)66 2 21 9 1 42 3 970 7 23 978 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)49.0 49.0 49.0 49.0 49.0 49.0 18.0 51.0 20.0 53.0 Total Split (%)40.8% 40.8% 40.8% 40.8% 40.8% 40.8% 15.0% 42.5% 16.7% 44.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.5-63 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 2 21 9 1 42 3 970 7 23 978 68 Future Volume (veh/h) 66 2 21 9 1 42 3 970 7 23 978 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 69 2 22 9 1 44 3 1021 7 24 1029 72 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 73 1 527 67 4 527 17 2246 15 96 2308 161 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.01 0.44 0.44 0.02 0.16 0.16 Sat Flow, veh/h 42 4 1543 28 13 1543 1734 5094 35 1734 4744 332 Grp Volume(v), veh/h 71 0 22 10 0 44 3 664 364 24 718 383 Grp Sat Flow(s),veh/h/ln 45 0 1543 41 0 1543 1734 1657 1815 1734 1657 1761 Q Serve(g_s), s 1.3 0.0 1.1 0.6 0.0 2.3 0.2 16.8 16.8 1.6 23.5 23.6 Cycle Q Clear(g_c), s 41.0 0.0 1.1 40.7 0.0 2.3 0.2 16.8 16.8 1.6 23.5 23.6 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.02 1.00 0.19 Lane Grp Cap(c), veh/h 75 0 527 71 0 527 17 1461 800 96 1612 857 V/C Ratio(X) 0.95 0.00 0.04 0.14 0.00 0.08 0.18 0.45 0.45 0.25 0.45 0.45 Avail Cap(c_a), veh/h 98 0 553 95 0 553 173 1461 800 202 1612 857 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 Uniform Delay (d), s/veh 59.4 0.0 26.4 45.8 0.0 26.8 59.0 23.5 23.5 56.5 35.7 35.8 Incr Delay (d2), s/veh 75.2 0.0 0.1 1.9 0.0 0.1 10.9 1.0 1.9 2.2 0.7 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 0.4 0.3 0.0 0.9 0.1 6.3 7.1 0.8 10.5 11.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 134.6 0.0 26.5 47.7 0.0 26.9 69.8 24.5 25.3 58.6 36.4 37.0 LnGrp LOS F A C D A C E C C E D D Approach Vol, veh/h 93 54 1031 1125 Approach Delay, s/veh 109.0 30.8 24.9 37.1 Approach LOS F C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.6 59.6 47.8 7.1 65.0 47.8 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 43.5 43.0 12.0 45.5 43.0 Max Q Clear Time (g_c+I1), s 3.6 18.8 43.0 2.2 25.6 42.7 Green Ext Time (p_c), s 0.0 11.7 0.0 0.0 11.1 0.0 Intersection Summary HCM 6th Ctrl Delay 34.4 HCM 6th LOS C 6.5-64 Lanes, Volumes, Timings EAC (2021) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 344 131 113 297 190 125 879 73 274 827 225 Future Volume (vph) 362 344 131 113 297 190 125 879 73 274 827 225 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 40.5 40.5 21.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 33.8% 33.8% 17.5% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.5-65 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 344 131 113 297 190 125 879 73 274 827 225 Future Volume (veh/h) 362 344 131 113 297 190 125 879 73 274 827 225 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 355 135 116 306 196 129 906 75 282 853 232 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 409 523 233 498 369 313 171 1177 366 336 1184 368 Arrive On Green 0.24 0.15 0.15 0.29 0.20 0.20 0.03 0.08 0.08 0.10 0.24 0.24 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 355 135 116 306 196 129 906 75 282 853 232 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 25.1 11.6 7.3 6.1 19.3 10.2 8.9 21.4 2.6 9.9 18.9 8.8 Cycle Q Clear(g_c), s 25.1 11.6 7.3 6.1 19.3 10.2 8.9 21.4 2.6 9.9 18.9 8.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 409 523 233 498 369 313 171 1177 366 336 1184 368 V/C Ratio(X) 0.91 0.68 0.58 0.23 0.83 0.63 0.75 0.77 0.21 0.84 0.72 0.63 Avail Cap(c_a), veh/h 409 952 424 498 470 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.7 48.2 26.7 32.7 45.9 23.5 56.6 52.1 10.2 53.0 42.0 12.1 Incr Delay (d2), s/veh 24.3 7.0 10.1 0.1 19.0 9.2 14.5 2.5 0.4 16.0 1.8 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.1 5.3 4.2 2.5 10.4 4.4 4.6 9.7 2.1 4.7 7.5 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.9 55.1 36.8 32.8 64.9 32.7 71.1 54.6 10.5 69.0 43.9 15.1 LnGrp LOS E E D C E C E D B E D B Approach Vol, veh/h 863 618 1110 1367 Approach Delay, s/veh 58.2 48.7 53.6 44.2 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 35.9 40.5 25.6 17.8 36.1 34.3 31.8 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 15.0 33.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 11.9 23.4 8.1 13.6 10.9 20.9 27.1 21.3 Green Ext Time (p_c), s 0.0 5.0 0.0 4.5 0.0 6.1 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 50.6 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.5-66 Lanes, Volumes, Timings EAC (2021) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)22 6 7 120 232 35 Future Volume (vph)22 6 7 120 232 35 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-67 HCM 6th AWSC EAC (2021) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 22 6 7 120 232 35 Future Vol, veh/h 22 6 7 120 232 35 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 27 7 9 146 283 43 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.9 8.6 11.7 HCM LOS A A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %79% 0% 0% 100% 0% Vol Thru, %21% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 28 7 120 232 35 LT Vol 22 0 0 232 0 Through Vol 67000 RT Vol 0 0 120 0 35 Lane Flow Rate 34 9 146 283 43 Geometry Grp 47777 Degree of Util (X) 0.053 0.013 0.194 0.432 0.051 Departure Headway (Hd)5.572 5.471 4.766 5.491 4.288 Convergence, Y/N Yes Yes Yes Yes Yes Cap 642 655 754 656 833 Service Time 3.613 3.199 2.494 3.229 2.025 HCM Lane V/C Ratio 0.053 0.014 0.194 0.431 0.052 HCM Control Delay 8.9 8.3 8.6 12.4 7.3 HCM Lane LOS AAABA HCM 95th-tile Q 0.2 0 0.7 2.2 0.2 6.5-68 Lanes, Volumes, Timings EAC (2021) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)20 95 94 2 36 117 57 97 3 186 95 17 Future Volume (vph)20 95 94 2 36 117 57 97 3 186 95 17 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-69 HCM 6th AWSC EAC (2021) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 95 94 2 36 117 57 97 3 186 95 17 Future Vol, veh/h 20 95 94 2 36 117 57 97 3 186 95 17 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 23 108 107 2 41 133 65 110 3 211 108 19 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 11.1 12 11.4 13 HCM LOS BBBB Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 17% 0% 1% 100% 0% 0% Vol Thru, %0% 97% 83% 0% 23% 0% 100% 0% Vol Right, %0% 3% 0% 100% 75% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 57 100 115 94 155 186 95 17 LT Vol 57 0 20 0 2 186 0 0 Through Vol 0 97 95 0 36 0 95 0 RT Vol 0 3 0 94 117 0 0 17 Lane Flow Rate 65 114 131 107 176 211 108 19 Geometry Grp 88888888 Degree of Util (X) 0.133 0.216 0.248 0.179 0.311 0.409 0.194 0.031 Departure Headway (Hd)7.371 6.839 6.839 6.043 6.361 6.969 6.461 5.751 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 484 522 521 590 562 514 553 619 Service Time 5.158 4.626 4.622 3.826 4.147 4.742 4.234 3.523 HCM Lane V/C Ratio 0.134 0.218 0.251 0.181 0.313 0.411 0.195 0.031 HCM Control Delay 11.3 11.5 11.9 10.2 12 14.5 10.8 8.7 HCM Lane LOS BBBBBBBA HCM 95th-tile Q 0.5 0.8 1 0.6 1.3 2 0.7 0.1 6.5-70 Lanes, Volumes, Timings EAC (2021) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)51 96 53 12 67 41 69 235 28 33 243 46 Future Volume (vph)51 96 53 12 67 41 69 235 28 33 243 46 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-71 HCM 6th AWSC EAC (2021) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 23.8 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 96 53 12 67 41 69 235 28 33 243 46 Future Vol, veh/h 51 96 53 12 67 41 69 235 28 33 243 46 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 68 128 71 16 89 55 92 313 37 44 324 61 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 17.8 14.1 31.2 23.6 HCM LOS C B D C Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %21% 26% 10% 12% 0% Vol Thru, %71% 48% 56% 88% 0% Vol Right, % 8% 27% 34% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 332 200 120 276 46 LT Vol 69 51 12 33 0 Through Vol 235 96 67 243 0 RT Vol 28 53 41 0 46 Lane Flow Rate 443 267 160 368 61 Geometry Grp 52277 Degree of Util (X) 0.802 0.528 0.331 0.717 0.106 Departure Headway (Hd)6.628 7.131 7.45 7.131 6.352 Convergence, Y/N Yes Yes Yes Yes Yes Cap 549 509 485 512 568 Service Time 4.628 5.131 5.464 4.831 4.052 HCM Lane V/C Ratio 0.807 0.525 0.33 0.719 0.107 HCM Control Delay 31.2 17.8 14.1 25.9 9.8 HCM Lane LOS D C B D A HCM 95th-tile Q 7.7 3 1.4 5.7 0.4 6.5-72 Lanes, Volumes, Timings EAC (2021) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)5 79 9 33 80 37 10 240 40 43 266 9 Future Volume (vph)5 79 9 33 80 37 10 240 40 43 266 9 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-73 HCM 6th AWSC EAC (2021) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh13.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 79 9 33 80 37 10 240 40 43 266 9 Future Vol, veh/h 5 79 9 33 80 37 10 240 40 43 266 9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 6 91 10 38 92 43 11 276 46 49 306 10 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 10.9 13.3 17.1 12 HCM LOS B B C B Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 22% 100% 0% 0% Vol Thru, %0% 86% 0% 100% 0% 53% 0% 100% 91% Vol Right, %0% 14% 0% 0% 100% 25% 0% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 10 280 5 79 9 150 43 177 98 LT Vol 100500334300 Through Vol 0 240 0 79 0 80 0 177 89 RT Vol 0 40 0 0 9 37 0 0 9 Lane Flow Rate 11 322 6 91 10 172 49 204 112 Geometry Grp 887778888 Degree of Util (X) 0.022 0.571 0.012 0.174 0.018 0.334 0.096 0.367 0.2 Departure Headway (Hd) 6.992 6.385 7.413 6.906 6.195 6.967 6.987 6.481 6.416 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 509 563 480 516 573 514 510 552 556 Service Time 4.77 4.162 5.203 4.695 3.983 4.754 4.766 4.259 4.194 HCM Lane V/C Ratio 0.022 0.572 0.013 0.176 0.017 0.335 0.096 0.37 0.201 HCM Control Delay 9.9 17.4 10.3 11.2 9.1 13.3 10.5 13 10.8 HCM Lane LOS A C BBABBBB HCM 95th-tile Q 0.1 3.6 0 0.6 0.1 1.5 0.3 1.7 0.7 6.5-74 Lanes, Volumes, Timings EAC (2021) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)65 213 38 10 119 44 25 313 28 75 272 35 Future Volume (vph)65 213 38 10 119 44 25 313 28 75 272 35 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-75 HCM 6th AWSC EAC (2021) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 33.8 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 65 213 38 10 119 44 25 313 28 75 272 35 Future Vol, veh/h 65 213 38 10 119 44 25 313 28 75 272 35 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 71 234 42 11 131 48 27 344 31 82 299 38 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 21.7 19.5 47 37.7 HCM LOS C C E E Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %7% 100% 0% 6% 22% 0% Vol Thru, %86% 0% 85% 69% 78% 0% Vol Right, % 8% 0% 15% 25% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 366 65 251 173 347 35 LT Vol 25 65 0 10 75 0 Through Vol 313 0 213 119 272 0 RT Vol 28 0 38 44 0 35 Lane Flow Rate 402 71 276 190 381 38 Geometry Grp 677677 Degree of Util (X) 0.884 0.175 0.626 0.466 0.84 0.076 Departure Headway (Hd)7.912 8.797 8.17 8.828 7.933 7.099 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 459 407 441 407 458 503 Service Time 5.981 6.566 5.938 6.916 5.699 4.865 HCM Lane V/C Ratio 0.876 0.174 0.626 0.467 0.832 0.076 HCM Control Delay 47 13.4 23.8 19.5 40.4 10.5 HCM Lane LOS E B C C E B HCM 95th-tile Q 9.4 0.6 4.2 2.4 8.2 0.2 6.5-76 Lanes, Volumes, Timings EAC (2021) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)65 213 38 10 119 44 25 313 28 75 272 35 Future Volume (vph)65 213 38 10 119 44 25 313 28 75 272 35 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (s)47.0 47.0 47.0 47.0 73.0 73.0 73.0 73.0 73.0 Total Split (%)39.2% 39.2% 39.2% 39.2% 60.8% 60.8% 60.8% 60.8% 60.8% Yellow Time (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.5-77 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 213 38 10 119 44 25 313 28 75 272 35 Future Volume (veh/h) 65 213 38 10 119 44 25 313 28 75 272 35 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 71 234 42 11 131 48 27 344 31 82 299 38 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 165 286 51 36 183 63 92 1131 100 265 944 1147 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.74 0.74 0.74 0.74 0.74 0.74 Sat Flow, veh/h 1205 1503 270 21 961 332 81 1522 134 308 1271 1543 Grp Volume(v), veh/h 71 0 276 190 0 0 402 0 0 381 0 38 Grp Sat Flow(s),veh/h/ln 1205 0 1773 1314 0 0 1737 0 0 1578 0 1543 Q Serve(g_s), s 0.7 0.0 17.9 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 Cycle Q Clear(g_c), s 19.3 0.0 17.9 18.6 0.0 0.0 8.9 0.0 0.0 8.2 0.0 0.8 Prop In Lane 1.00 0.15 0.06 0.25 0.07 0.08 0.22 1.00 Lane Grp Cap(c), veh/h 165 0 337 282 0 0 1323 0 0 1209 0 1147 V/C Ratio(X) 0.43 0.00 0.82 0.67 0.00 0.00 0.30 0.00 0.00 0.32 0.00 0.03 Avail Cap(c_a), veh/h 367 0 635 564 0 0 1323 0 0 1209 0 1147 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.8 0.0 46.6 44.3 0.0 0.0 5.1 0.0 0.0 5.0 0.0 4.1 Incr Delay (d2), s/veh 1.8 0.0 4.9 2.8 0.0 0.0 0.6 0.0 0.0 0.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 8.0 5.1 0.0 0.0 2.7 0.0 0.0 2.5 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.6 0.0 51.5 47.1 0.0 0.0 5.7 0.0 0.0 5.7 0.0 4.1 LnGrp LOS D A D D AAAAAAAA Approach Vol, veh/h 347 190 402 419 Approach Delay, s/veh 51.1 47.1 5.7 5.5 Approach LOS D D A A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 93.2 26.8 93.2 26.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 69.0 43.0 69.0 43.0 Max Q Clear Time (g_c+I1), s 10.9 21.3 10.2 20.6 Green Ext Time (p_c), s 2.4 1.5 2.5 0.9 Intersection Summary HCM 6th Ctrl Delay 23.0 HCM 6th LOS C 6.5-78 Lanes, Volumes, Timings EAC (2021) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 384 48 43 325 92 32 344 52 109 303 86 Future Volume (vph) 101 384 48 43 325 92 32 344 52 109 303 86 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-79 HCM 6th AWSC EAC (2021) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh122.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 101 384 48 43 325 92 32 344 52 109 303 86 Future Vol, veh/h 101 384 48 43 325 92 32 344 52 109 303 86 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 119 452 56 51 382 108 38 405 61 128 356 101 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 158.6 41.6 273.1 28.3 HCM LOS F E F D Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %7% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %80% 0% 100% 0% 0% 100% 54% 0% 100% 54% Vol Right, %12% 0% 0% 100% 0% 0% 46% 0% 0% 46% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 428 101 384 48 43 217 200 109 202 187 LT Vol 32 101 0 0 43 0 0 109 0 0 Through Vol 344 0 384 0 0 217 108 0 202 101 RT Vol 52 0 0 48 0 0 92 0 0 86 Lane Flow Rate 504 119 452 56 51 255 236 128 238 220 Geometry Grp 8888888777 Degree of Util (X) 1.51 0.372 1.353 0.158 0.159 0.767 0.688 0.362 0.638 0.571 Departure Headway (Hd) 11.28812.86312.32111.561 13.5513.00212.64912.08211.54311.196 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 327 282 298 312 267 280 288 300 316 326 Service Time 8.98810.56310.021 9.261 11.2510.70210.349 9.782 9.243 8.896 HCM Lane V/C Ratio 1.541 0.422 1.517 0.179 0.191 0.911 0.819 0.427 0.753 0.675 HCM Control Delay 273.1 23 212 16.4 18.8 48.3 39.2 21.5 32.5 27.8 HCM Lane LOS F C F C C E E C D D HCM 95th-tile Q 27 1.7 20.2 0.6 0.6 5.8 4.7 1.6 4.1 3.3 6.5-80 Lanes, Volumes, Timings EAC (2021) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 384 48 43 325 92 32 344 52 109 303 86 Future Volume (vph) 101 384 48 43 325 92 32 344 52 109 303 86 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)29.0 29.0 29.0 29.0 29.0 29.0 31.0 31.0 31.0 31.0 Total Split (%)48.3% 48.3% 48.3% 48.3% 48.3% 48.3% 51.7% 51.7% 51.7% 51.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.5-81 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\114 - EAC (2021) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 101 384 48 43 325 92 32 344 52 109 303 86 Future Volume (veh/h) 101 384 48 43 325 92 32 344 52 109 303 86 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 119 452 56 51 382 108 38 405 61 128 356 101 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 424 744 630 310 1413 630 95 636 92 444 1179 330 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.44 0.44 0.44 0.44 0.44 0.44 Sat Flow, veh/h 906 1821 1543 891 3460 1543 69 1441 208 927 2670 747 Grp Volume(v), veh/h 119 452 56 51 382 108 504 0 0 128 229 228 Grp Sat Flow(s),veh/h/ln 906 1821 1543 891 1730 1543 1718 0 0 927 1730 1687 Q Serve(g_s), s 6.0 11.7 1.3 2.9 4.4 2.7 1.4 0.0 0.0 0.0 5.1 5.2 Cycle Q Clear(g_c), s 10.4 11.7 1.3 14.6 4.4 2.7 13.3 0.0 0.0 10.3 5.1 5.2 Prop In Lane 1.00 1.00 1.00 1.00 0.08 0.12 1.00 0.44 Lane Grp Cap(c), veh/h 424 744 630 310 1413 630 823 0 0 444 764 745 V/C Ratio(X) 0.28 0.61 0.09 0.16 0.27 0.17 0.61 0.00 0.00 0.29 0.30 0.31 Avail Cap(c_a), veh/h 424 744 630 310 1413 630 823 0 0 444 764 745 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.3 14.0 10.9 19.7 11.8 11.3 13.0 0.0 0.0 12.2 10.8 10.8 Incr Delay (d2), s/veh 1.7 3.7 0.3 1.1 0.5 0.6 3.4 0.0 0.0 1.6 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 4.3 0.4 0.6 1.3 0.8 4.6 0.0 0.0 1.1 1.7 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.9 17.6 11.2 20.8 12.3 11.9 16.4 0.0 0.0 13.9 11.8 11.9 LnGrp LOS B B B C BBBAABBB Approach Vol, veh/h 627 541 504 585 Approach Delay, s/veh 16.9 13.0 16.4 12.3 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 29.0 31.0 29.0 31.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 26.5 24.5 26.5 Max Q Clear Time (g_c+I1), s 13.7 12.3 16.6 15.3 Green Ext Time (p_c), s 2.4 2.6 1.7 2.2 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B 6.5-82 Lanes, Volumes, Timings EAC (2021) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 415 37 14 307 125 30 519 56 130 392 42 Future Volume (vph)60 415 37 14 307 125 30 519 56 130 392 42 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.4 11.5 21.6 12.4 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.7% 19.2% 36.0% 20.7% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.5-83 HCM 6th Signalized Intersection Summary EAC (2021) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 415 37 14 307 125 30 519 56 130 392 42 Future Volume (veh/h) 60 415 37 14 307 125 30 519 56 130 392 42 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 461 41 16 341 139 33 577 62 144 436 47 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 257 563 477 187 563 653 317 1187 127 198 972 104 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.18 0.38 0.37 0.11 0.31 0.30 Sat Flow, veh/h 915 1821 1543 896 1821 1543 1734 3152 338 1734 3152 338 Grp Volume(v), veh/h 67 461 41 16 341 139 33 316 323 144 238 245 Grp Sat Flow(s),veh/h/ln 915 1821 1543 896 1821 1543 1734 1730 1760 1734 1730 1760 Q Serve(g_s), s 4.0 14.1 1.1 1.0 9.6 3.4 1.0 8.4 8.4 4.8 6.6 6.7 Cycle Q Clear(g_c), s 13.6 14.1 1.1 15.1 9.6 3.4 1.0 8.4 8.4 4.8 6.6 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.19 Lane Grp Cap(c), veh/h 257 563 477 187 563 653 317 652 663 198 533 543 V/C Ratio(X) 0.26 0.82 0.09 0.09 0.61 0.21 0.10 0.49 0.49 0.73 0.45 0.45 Avail Cap(c_a), veh/h 310 668 566 239 668 742 317 652 663 243 533 543 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.4 19.2 14.7 26.2 17.6 11.0 20.4 14.3 14.3 25.7 16.6 16.7 Incr Delay (d2), s/veh 0.5 6.9 0.1 0.2 1.1 0.2 0.1 2.6 2.5 8.1 2.7 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 5.8 0.3 0.2 3.4 0.9 0.3 3.0 3.1 2.2 2.5 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.9 26.1 14.8 26.3 18.8 11.1 20.6 16.8 16.9 33.8 19.3 19.4 LnGrp LOS C C B C B B C B B C B B Approach Vol, veh/h 569 496 672 627 Approach Delay, s/veh 25.0 16.9 17.0 22.7 Approach LOS C B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.9 26.6 22.5 15.0 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.9 17.1 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 6.8 10.4 16.1 3.0 8.7 17.1 Green Ext Time (p_c), s 0.0 1.9 1.5 0.0 1.7 1.0 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C 6.5-84 Lanes, Volumes, Timings EAC (2021) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)29 110 7 0 65 8 10 149 14 5 136 13 Future Volume (vph)29 110 7 0 65 8 10 149 14 5 136 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-85 HCM 6th AWSC EAC (2021) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\14 - EAC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 110 7 0 65 8 10 149 14 5 136 13 Future Vol, veh/h 29 110 7 0 65 8 10 149 14 5 136 13 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 37 139 9 0 82 10 13 189 18 6 172 16 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.9 9 10 9.7 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %6% 20% 0% 3% Vol Thru, %86% 75% 89% 88% Vol Right, % 8% 5% 11% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 173 146 73 154 LT Vol 10 29 0 5 Through Vol 149 110 65 136 RT Vol 14 7 8 13 Lane Flow Rate 219 185 92 195 Geometry Grp 1111 Degree of Util (X) 0.295 0.26 0.131 0.263 Departure Headway (Hd)4.843 5.059 5.118 4.866 Convergence, Y/N Yes Yes Yes Yes Cap 736 704 693 731 Service Time 2.912 3.136 3.207 2.938 HCM Lane V/C Ratio 0.298 0.263 0.133 0.267 HCM Control Delay 10 9.9 9 9.7 HCM Lane LOS AAAA HCM 95th-tile Q 1.2 1 0.4 1.1 6.5-86 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITH PROJECT CONDITIONS  6.5-87 This Page Intentionally Left Blank 6.5-88 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 113 66 7 14 63 60 17 261 21 73 210 73 Future Volume (vph) 113 66 7 14 63 60 17 261 21 73 210 73 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-89 HCM 6th AWSC EAPC (2021) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 113 66 7 14 63 60 17 261 21 73 210 73 Future Vol, veh/h 113 66 7 14 63 60 17 261 21 73 210 73 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 120 70 7 15 67 64 18 278 22 78 223 78 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 11.8 10.6 11.9 11.2 HCM LOS BBBB Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 81% 0% 100% 0% 0% 100% 26% 0% 100% Vol Right, %0% 0% 19% 0% 0% 100% 0% 0% 74% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 17 174 108 113 66 7 14 42 81 73 140 LT Vol 17 0 0 113 0 0 14 0 0 73 0 Through Vol 0 174 87 0 66 0 0 42 21 0 140 RT Vol 0021007006000 Lane Flow Rate 18 185 115 120 70 7 15 45 86 78 149 Geometry Grp 88888888888 Degree of Util (X) 0.035 0.338 0.205 0.248 0.135 0.013 0.031 0.088 0.157 0.15 0.267 Departure Headway (Hd)7.064 6.564 6.428 7.416 6.916 6.216 7.572 7.072 6.553 6.961 6.461 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 505 546 556 482 516 573 471 504 545 513 554 Service Time 4.83 4.33 4.194 5.187 4.687 3.987 5.35 4.85 4.331 4.727 4.227 HCM Lane V/C Ratio 0.036 0.339 0.207 0.249 0.136 0.012 0.032 0.089 0.158 0.152 0.269 HCM Control Delay 10.1 12.7 10.9 12.6 10.8 9.1 10.6 10.5 10.6 11 11.6 HCM Lane LOS BBBBBABBBBB HCM 95th-tile Q 0.1 1.5 0.8 1 0.5 0 0.1 0.3 0.6 0.5 1.1 6.5-90 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)36 66 1 389 34 87 332 Future Volume (vph)36 66 1 389 34 87 332 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 3 2 Detector Phase 3352216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)16.0 16.0 13.0 28.0 28.0 16.0 31.0 Total Split (%)26.7% 26.7% 21.7% 46.7% 46.7% 26.7% 51.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.5-91 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 36 66 1 389 34 87 332 Future Volume (veh/h) 36 66 1 389 34 87 332 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 41 76 447 39 100 382 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 188 167 2037 908 179 2624 Arrive On Green 0.11 0.11 0.59 0.59 0.10 0.76 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 41 76 447 39 100 382 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.3 2.8 3.7 0.6 3.3 1.8 Cycle Q Clear(g_c), s 1.3 2.8 3.7 0.6 3.3 1.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 188 167 2037 908 179 2624 V/C Ratio(X) 0.22 0.45 0.22 0.04 0.56 0.15 Avail Cap(c_a), veh/h 347 309 2037 908 347 2624 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 25.1 5.8 5.2 25.6 2.0 Incr Delay (d2), s/veh 0.6 1.9 0.2 0.1 2.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.0 0.9 0.1 1.3 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.0 27.0 6.1 5.3 28.4 2.1 LnGrp LOS C C A A C A Approach Vol, veh/h 117 486 482 Approach Delay, s/veh 26.3 6.0 7.5 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.2 39.3 49.5 10.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 23.5 26.5 11.5 Max Q Clear Time (g_c+I1), s 5.3 5.7 3.8 4.8 Green Ext Time (p_c), s 0.1 2.5 2.1 0.1 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. 6.5-92 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)11 168 272 33 157 38 251 260 27 49 189 14 Future Volume (vph)11 168 272 33 157 38 251 260 27 49 189 14 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-93 HCM 6th AWSC EAPC (2021) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh22.6 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 168 272 33 157 38 251 260 27 49 189 14 Future Vol, veh/h 11 168 272 33 157 38 251 260 27 49 189 14 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 12 189 306 37 176 43 282 292 30 55 212 16 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 30.9 15 22.1 15.4 HCM LOS D B C C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 76% 0% 100% 17% 0% 100% 58% 0% 100% 82% Vol Right, %0% 0% 24% 0% 0% 83% 0% 0% 42% 0% 0% 18% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 251 173 114 11 112 328 33 105 90 49 126 77 LT Vol 251 0 0 11 0 0 33 0 0 49 0 0 Through Vol 0 173 87 0 112 56 0 105 52 0 126 63 RT Vol 0 0 27 0 0 272 0 0 38 0 0 14 Lane Flow Rate 282 195 128 12 126 369 37 118 101 55 142 87 Geometry Grp 888888888888 Degree of Util (X) 0.688 0.448 0.288 0.031 0.298 0.813 0.099 0.299 0.25 0.146 0.356 0.214 Departure Headway (Hd) 8.783 8.283 8.117 9.021 8.521 7.941 9.647 9.147 8.852 9.552 9.052 8.924 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 412 436 444 398 423 457 372 393 406 375 398 402 Service Time 6.504 6.004 5.838 6.742 6.242 5.661 7.399 6.899 6.605 7.306 6.806 6.679 HCM Lane V/C Ratio 0.684 0.447 0.288 0.03 0.298 0.807 0.099 0.3 0.249 0.147 0.357 0.216 HCM Control Delay 28.8 17.6 14.1 12 14.8 37 13.5 15.8 14.5 13.9 16.8 14.1 HCM Lane LOS D C BBBEBCBBCB HCM 95th-tile Q 5 2.3 1.2 0.1 1.2 7.6 0.3 1.2 1 0.5 1.6 0.8 6.5-94 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)11 168 272 33 157 38 251 260 27 49 189 14 Future Volume (vph)11 168 272 33 157 38 251 260 27 49 189 14 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Prot NA Perm Prot NA Protected Phases 2 6 3 8 7 4 Permitted Phases 2 6 6 8 Detector Phase 2 2 66638874 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 9.0 30.5 30.5 9.0 30.5 Total Split (s)50.0 50.0 50.0 50.0 50.0 32.0 49.0 49.0 21.0 38.0 Total Split (%)41.7% 41.7% 41.7% 41.7% 41.7% 26.7% 40.8% 40.8% 17.5% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.0 3.5 3.5 3.0 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.5-95 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 168 272 33 157 38 251 260 27 49 189 14 Future Volume (veh/h) 11 168 272 33 157 38 251 260 27 49 189 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 12 189 306 37 176 43 282 292 30 55 212 16 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 585 829 740 376 1659 740 379 1283 572 72 977 73 Arrive On Green 0.48 0.48 0.48 0.48 0.48 0.48 0.11 0.37 0.37 0.04 0.30 0.30 Sat Flow, veh/h 1162 1730 1543 902 3460 1543 3365 3460 1543 1734 3263 244 Grp Volume(v), veh/h 12 189 306 37 176 43 282 292 30 55 112 116 Grp Sat Flow(s),veh/h/ln 1162 1730 1543 902 1730 1543 1682 1730 1543 1734 1730 1777 Q Serve(g_s), s 0.7 7.7 15.4 3.3 3.3 1.8 9.7 7.0 1.5 3.8 5.8 5.9 Cycle Q Clear(g_c), s 4.0 7.7 15.4 18.8 3.3 1.8 9.7 7.0 1.5 3.8 5.8 5.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 585 829 740 376 1659 740 379 1283 572 72 518 532 V/C Ratio(X) 0.02 0.23 0.41 0.10 0.11 0.06 0.74 0.23 0.05 0.77 0.22 0.22 Avail Cap(c_a), veh/h 585 829 740 376 1659 740 785 1283 572 246 518 532 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.2 18.3 20.3 26.4 17.1 16.7 51.6 25.9 24.2 56.9 31.5 31.5 Incr Delay (d2), s/veh 0.1 0.6 1.5 0.5 0.1 0.2 6.0 0.4 0.2 29.7 1.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.0 5.4 0.7 1.3 0.6 4.3 2.8 0.6 2.2 2.5 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.3 18.8 21.8 26.9 17.3 16.9 57.6 26.4 24.4 86.6 32.4 32.5 LnGrp LOS B B C C B B E C C F C C Approach Vol, veh/h 507 256 604 283 Approach Delay, s/veh 20.6 18.6 40.8 43.0 Approach LOS C B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 62.0 17.5 40.4 62.0 9.0 49.0 Change Period (Y+Rc), s 4.5 4.0 4.5 4.5 4.0 4.5 Max Green Setting (Gmax), s 45.5 28.0 33.5 45.5 17.0 44.5 Max Q Clear Time (g_c+I1), s 17.4 11.7 7.9 20.8 5.8 9.0 Green Ext Time (p_c), s 2.8 1.8 1.1 1.2 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C 6.5-96 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 391 51 24 350 57 119 196 17 44 170 51 Future Volume (vph)66 391 51 24 350 57 119 196 17 44 170 51 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 50.0 50.0 15.0 42.0 42.0 20.0 40.0 40.0 15.0 35.0 35.0 Total Split (%)19.2% 41.7% 41.7% 12.5% 35.0% 35.0% 16.7% 33.3% 33.3% 12.5% 29.2% 29.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.5-97 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 391 51 24 350 57 119 196 17 44 170 51 Future Volume (veh/h) 66 391 51 24 350 57 119 196 17 44 170 51 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 76 449 59 28 402 66 137 225 20 51 195 59 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 97 1630 727 61 1559 695 195 1024 457 160 988 441 Arrive On Green 0.06 0.47 0.47 0.04 0.45 0.45 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 76 449 59 28 402 66 137 225 20 51 195 59 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.2 9.5 2.5 1.9 8.7 2.9 4.8 5.9 1.1 1.8 5.1 3.4 Cycle Q Clear(g_c), s 5.2 9.5 2.5 1.9 8.7 2.9 4.8 5.9 1.1 1.8 5.1 3.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 97 1630 727 61 1559 695 195 1024 457 160 988 441 V/C Ratio(X) 0.78 0.28 0.08 0.46 0.26 0.09 0.70 0.22 0.04 0.32 0.20 0.13 Avail Cap(c_a), veh/h 267 1630 727 152 1559 695 435 1024 457 294 988 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 19.3 17.5 56.7 20.5 18.9 55.5 31.8 30.1 55.3 32.5 31.8 Incr Delay (d2), s/veh 12.8 0.4 0.2 5.2 0.4 0.3 4.6 0.5 0.2 1.1 0.4 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 3.7 0.9 0.9 3.3 1.0 2.1 2.4 0.4 0.7 2.1 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.7 19.7 17.7 61.9 20.9 19.2 60.1 32.3 30.3 56.4 32.9 32.5 LnGrp LOS EBBECBECCECC Approach Vol, veh/h 584 496 382 305 Approach Delay, s/veh 25.9 23.0 42.2 36.7 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.2 40.0 8.7 61.0 11.5 38.8 11.2 58.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.5 10.5 45.5 15.5 30.5 18.5 37.5 Max Q Clear Time (g_c+I1), s 3.8 7.9 3.9 11.5 6.8 7.1 7.2 10.7 Green Ext Time (p_c), s 0.0 1.3 0.0 3.1 0.2 1.2 0.1 2.5 Intersection Summary HCM 6th Ctrl Delay 30.5 HCM 6th LOS C 6.5-98 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)63 317 58 32 310 21 85 208 45 30 197 90 Future Volume (vph)63 317 58 32 310 21 85 208 45 30 197 90 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 48.0 48.0 17.0 43.0 43.0 18.0 40.0 40.0 15.0 37.0 37.0 Total Split (%)18.3% 40.0% 40.0% 14.2% 35.8% 35.8% 15.0% 33.3% 33.3% 12.5% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.5-99 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 317 58 32 310 21 85 208 45 30 197 90 Future Volume (veh/h) 63 317 58 32 310 21 85 208 45 30 197 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 64 323 59 33 316 21 87 212 46 31 201 92 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 89 1653 737 67 1610 718 185 1024 457 126 963 429 Arrive On Green 0.05 0.48 0.48 0.04 0.47 0.47 0.06 0.30 0.30 0.04 0.28 0.28 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 64 323 59 33 316 21 87 212 46 31 201 92 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 4.4 6.5 2.5 2.2 6.5 0.9 3.0 5.5 2.6 1.1 5.3 5.5 Cycle Q Clear(g_c), s 4.4 6.5 2.5 2.2 6.5 0.9 3.0 5.5 2.6 1.1 5.3 5.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 89 1653 737 67 1610 718 185 1024 457 126 963 429 V/C Ratio(X) 0.72 0.20 0.08 0.49 0.20 0.03 0.47 0.21 0.10 0.25 0.21 0.21 Avail Cap(c_a), veh/h 253 1653 737 181 1610 718 379 1024 457 294 963 429 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 18.1 17.0 56.5 18.9 17.4 55.0 31.7 30.7 56.1 33.2 33.2 Incr Delay (d2), s/veh 10.3 0.3 0.2 5.4 0.3 0.1 1.8 0.5 0.4 1.0 0.5 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 2.5 0.9 1.1 2.5 0.3 1.3 2.3 1.0 0.5 2.2 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.3 18.3 17.2 61.9 19.2 17.5 56.8 32.2 31.1 57.1 33.7 34.4 LnGrp LOS EBBEBBECCECC Approach Vol, veh/h 446 370 345 324 Approach Delay, s/veh 25.1 22.9 38.2 36.1 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 61.8 11.1 37.9 10.7 60.3 9.0 40.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 43.5 13.5 32.5 17.5 38.5 10.5 35.5 Max Q Clear Time (g_c+I1), s 4.2 8.5 5.0 7.5 6.4 8.5 3.1 7.5 Green Ext Time (p_c), s 0.0 2.2 0.1 1.4 0.1 1.9 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 30.0 HCM 6th LOS C 6.5-100 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 346 5 250 30 400 192 27 Future Volume (vph)8 10 13 43 7 346 5 250 30 400 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-101 HCM 6th AWSC EAPC (2021) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 32 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 43 7 346 5 250 30 400 192 27 Future Vol, veh/h 8 10 13 43 7 346 5 250 30 400 192 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 48 8 384 6 278 33 444 213 30 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 12.2 28.4 14.9 43.2 HCM LOS B D B E Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %4% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %96% 81% 0% 100% 20% 0% 100% 0% 0% 100% 70% Vol Right, %0% 19% 0% 0% 80% 0% 0% 100% 0% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 130 155 8 7 16 43 7 346 400 128 91 LT Vol 50800430040000 Through Vol 125 125 073070012864 RT Vol 0 30 0 0 13 0 0 346 0 0 27 Lane Flow Rate 144 172 9 7 18 48 8 384 444 142 101 Geometry Grp 88888888888 Degree of Util (X) 0.321 0.376 0.024 0.019 0.044 0.112 0.017 0.774 0.959 0.287 0.198 Departure Headway (Hd) 8.005 7.85 9.84 9.325 8.75 8.466 7.957 7.246 7.771 7.269 7.06 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 449 458 363 383 408 423 450 500 467 494 508 Service Time 5.764 5.609 7.629 7.114 6.539 6.217 5.709 4.997 5.524 5.022 4.813 HCM Lane V/C Ratio 0.321 0.376 0.025 0.018 0.044 0.113 0.018 0.768 0.951 0.287 0.199 HCM Control Delay 14.5 15.3 12.9 12.3 11.9 12.3 10.8 30.8 60.1 12.9 11.6 HCM Lane LOS B C BBBBBDFBB HCM 95th-tile Q 1.4 1.7 0.1 0.1 0.1 0.4 0.1 6.9 11.7 1.2 0.7 6.5-102 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 346 5 250 30 400 192 27 Future Volume (vph)8 10 13 43 7 346 5 250 30 400 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 6 4 Detector Phase 2 2 66688 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)49.0 49.0 49.0 49.0 49.0 34.0 34.0 37.0 37.0 37.0 Total Split (%)40.8% 40.8% 40.8% 40.8% 40.8% 28.3% 28.3% 30.8% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None None Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84.5 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.5-103 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 43 7 346 5 250 30 400 192 27 Future Volume (veh/h) 8 10 13 43 7 346 5 250 30 400 192 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 48 8 384 6 278 33 444 213 30 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 425 642 572 566 675 572 16 766 95 911 937 418 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.25 0.25 0.25 0.27 0.27 0.27 Sat Flow, veh/h 992 1730 1543 1386 1821 1543 65 3117 387 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 48 8 384 168 0 149 444 213 30 Grp Sat Flow(s),veh/h/ln 992 1730 1543 1386 1821 1543 1818 0 1752 1682 1730 1543 Q Serve(g_s), s 0.7 0.5 0.7 2.7 0.3 25.0 9.2 0.0 8.4 13.3 5.7 1.7 Cycle Q Clear(g_c), s 1.0 0.5 0.7 3.4 0.3 25.0 9.2 0.0 8.4 13.3 5.7 1.7 Prop In Lane 1.00 1.00 1.00 1.00 0.04 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 425 642 572 566 675 572 447 0 431 911 937 418 V/C Ratio(X) 0.02 0.02 0.02 0.08 0.01 0.67 0.38 0.00 0.35 0.49 0.23 0.07 Avail Cap(c_a), veh/h 425 642 572 566 675 572 447 0 431 911 937 418 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.91 0.91 0.91 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 23.9 24.0 25.1 23.9 31.6 37.6 0.0 37.3 36.8 34.0 32.5 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.1 0.0 2.8 2.4 0.0 2.2 1.9 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.3 0.9 0.1 9.1 4.2 0.0 3.7 5.4 2.4 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.3 24.0 24.0 25.1 23.9 34.4 40.0 0.0 39.5 38.6 34.6 32.9 LnGrp LOS CCCCCCDADDCC Approach Vol, veh/h 34 440 317 687 Approach Delay, s/veh 24.1 33.2 39.8 37.1 Approach LOS CCDD Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 49.0 37.0 49.0 34.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 44.5 32.5 44.5 29.5 Max Q Clear Time (g_c+I1), s 3.0 15.3 27.0 11.2 Green Ext Time (p_c), s 0.1 2.6 1.3 1.4 Intersection Summary HCM 6th Ctrl Delay 36.2 HCM 6th LOS D 6.5-104 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 354 251 10 349 291 230 480 30 169 430 77 Future Volume (vph) 121 354 251 10 349 291 230 480 30 169 430 77 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.5-105 HCM 6th Roundabout EAPC (2021) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 44.3 Intersection LOS E Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 781 699 795 727 Demand Flow Rate, veh/h 797 712 811 742 Vehicles Circulating, veh/h 668 911 708 645 Vehicles Exiting, veh/h 634 575 482 659 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 15.0 14.3 106.7 36.4 Approach LOS B B F E Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 275 4.976 319 4.976 33 4.976 85 Entry Flow, veh/h 522 1887 393 1887 778 1887 657 1887 Cap Entry Lane, veh/h 698 0.980 545 0.980 670 0.980 715 0.980 Entry HV Adj Factor 0.980 270 0.981 313 0.980 32 0.980 83 Flow Entry, veh/h 511 1850 386 1850 763 1850 644 1850 Cap Entry, veh/h 684 0.146 535 0.169 657 0.017 700 0.045 V/C Ratio 0.748 0.0 0.721 0.0 1.161 0.0 0.919 0.0 Control Delay, s/veh 22.9 A 25.8 A 111.2 A 41.1 A LOS C1D1F0E0 95th %tile Queue, veh 7 6 25 12 6.5-106 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 12411613860134069251 Future Volume (vph)37 12411613860134069251 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 52.0 20.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 43.3% 16.7% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 90 (75%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.5-107 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 12411613860134069251 Future Volume (veh/h) 37 12411613860134069251 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 40 12411714925144374455 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 62 1 199 55 8 199 65 3192 48 132 3173 233 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.04 0.63 0.63 0.15 1.00 1.00 Sat Flow, veh/h 24 6 1543 11 62 1543 1734 5046 76 1734 4725 348 Grp Volume(v), veh/h 41 0250171460733243521278 Grp Sat Flow(s),veh/h/ln 30 0 1543 73 0 1543 1734 1657 1807 1734 1657 1759 Q Serve(g_s), s 0.3 0.0 0.1 0.1 0.0 1.2 0.9 9.9 9.9 2.7 0.0 0.0 Cycle Q Clear(g_c), s 15.4 0.0 0.1 15.3 0.0 1.2 0.9 9.9 9.9 2.7 0.0 0.0 Prop In Lane 0.98 1.00 0.80 1.00 1.00 0.04 1.00 0.20 Lane Grp Cap(c), veh/h 63 0 199 63 0 199 65 2097 1143 132 2226 1181 V/C Ratio(X) 0.65 0.00 0.01 0.08 0.00 0.09 0.22 0.29 0.29 0.33 0.23 0.24 Avail Cap(c_a), veh/h 374 0 540 391 0 540 173 2097 1143 202 2226 1181 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 Uniform Delay (d), s/veh 59.7 0.0 45.6 46.6 0.0 46.1 56.1 9.9 9.9 48.1 0.0 0.0 Incr Delay (d2), s/veh 21.5 0.0 0.0 1.1 0.0 0.4 3.5 0.3 0.6 2.4 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.1 0.2 0.0 0.5 0.5 3.2 3.5 1.2 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.2 0.0 45.7 47.7 0.0 46.5 59.6 10.3 10.6 50.6 0.2 0.4 LnGrp LOS F A D D A D E B B D A A Approach Vol, veh/h 43 22 953 842 Approach Delay, s/veh 79.5 46.7 11.1 2.8 Approach LOS E D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.1 83.3 21.6 10.5 88.0 21.6 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 44.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.7 11.9 17.4 2.9 2.0 17.3 Green Ext Time (p_c), s 0.1 12.0 0.3 0.0 10.8 0.1 Intersection Summary HCM 6th Ctrl Delay 9.4 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. 6.5-108 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 284 75 60 310 195 123 732 59 118 639 362 Future Volume (vph) 256 284 75 60 310 195 123 732 59 118 639 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.5-109 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 284 75 60 310 195 123 732 59 118 639 362 Future Volume (veh/h) 256 284 75 60 310 195 123 732 59 118 639 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 290 77 61 316 199 126 747 60 120 652 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1125 502 151 492 417 171 1316 409 330 1315 408 Arrive On Green 0.14 0.33 0.33 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 290 77 61 316 199 126 747 60 120 652 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 7.4 4.3 4.0 18.4 13.0 8.6 17.3 4.3 4.0 13.3 27.7 Cycle Q Clear(g_c), s 17.0 7.4 4.3 4.0 18.4 13.0 8.6 17.3 4.3 4.0 13.3 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1125 502 151 492 417 171 1316 409 330 1315 408 V/C Ratio(X) 1.06 0.26 0.15 0.40 0.64 0.48 0.74 0.57 0.15 0.36 0.50 0.90 Avail Cap(c_a), veh/h 246 1125 502 173 492 417 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 29.8 28.8 51.8 38.6 36.7 56.5 48.2 42.2 50.6 37.4 42.7 Incr Delay (d2), s/veh 74.8 0.6 0.6 0.6 6.3 3.9 12.9 0.6 0.2 0.2 0.4 22.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 3.0 1.6 1.7 8.8 5.2 4.4 7.7 1.7 1.6 5.2 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 126.3 30.4 29.4 52.5 44.9 40.5 69.4 48.8 42.5 50.9 37.8 65.1 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 628 576 933 1141 Approach Delay, s/veh 70.1 44.2 51.2 48.0 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.8 39.3 16.4 46.5 17.8 39.2 23.0 39.9 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 6.0 19.3 6.0 9.4 10.6 29.7 19.0 20.4 Green Ext Time (p_c), s 0.1 5.2 0.0 3.8 0.0 2.0 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 52.5 HCM 6th LOS D 6.5-110 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)36 11 7 157 125 59 Future Volume (vph)36 11 7 157 125 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-111 HCM 6th AWSC EAPC (2021) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 36 11 7 157 125 59 Future Vol, veh/h 36 11 7 157 125 59 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 43 13 8 189 151 71 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.8 8.6 9.3 HCM LOS A A A Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %77% 0% 0% 100% 0% Vol Thru, %23% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 47 7 157 125 59 LT Vol 36 0 0 125 0 Through Vol 11 7000 RT Vol 0 0 157 0 59 Lane Flow Rate 57 8 189 151 71 Geometry Grp 47777 Degree of Util (X) 0.083 0.012 0.235 0.235 0.087 Departure Headway (Hd)5.29 5.183 4.479 5.628 4.424 Convergence, Y/N Yes Yes Yes Yes Yes Cap 678 692 804 639 810 Service Time 3.317 2.903 2.199 3.358 2.153 HCM Lane V/C Ratio 0.084 0.012 0.235 0.236 0.088 HCM Control Delay 8.8 8 8.6 10.1 7.6 HCM Lane LOS AAABA HCM 95th-tile Q 0.3 0 0.9 0.9 0.3 6.5-112 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)18 45 87 4 54 155 96 63 2 71 62 28 Future Volume (vph)18 45 87 4 54 155 96 63 2 71 62 28 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-113 HCM 6th AWSC EAPC (2021) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 45 87 4 54 155 96 63 2 71 62 28 Future Vol, veh/h 18 45 87 4 54 155 96 63 2 71 62 28 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 20 49 96 4 59 170 105 69 2 78 68 31 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 9.6 11.5 10.7 10 HCM LOS ABBA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 29% 0% 2% 100% 0% 0% Vol Thru, %0% 97% 71% 0% 25% 0% 100% 0% Vol Right, %0% 3% 0% 100% 73% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 96 65 63 87 213 71 62 28 LT Vol 96 0 18 0 4 71 0 0 Through Vol 0 63 45 0 54 0 62 0 RT Vol 0 2 0 87 155 0 0 28 Lane Flow Rate 105 71 69 96 234 78 68 31 Geometry Grp 88888888 Degree of Util (X) 0.199 0.124 0.123 0.148 0.364 0.147 0.119 0.048 Departure Headway (Hd)6.779 6.25 6.419 5.569 5.604 6.783 6.276 5.567 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 530 573 558 642 641 528 570 642 Service Time 4.524 3.994 4.167 3.317 3.348 4.529 4.022 3.313 HCM Lane V/C Ratio 0.198 0.124 0.124 0.15 0.365 0.148 0.119 0.048 HCM Control Delay 11.2 9.9 10.1 9.3 11.5 10.7 9.9 8.6 HCM Lane LOS BABABBAA HCM 95th-tile Q 0.7 0.4 0.4 0.5 1.7 0.5 0.4 0.2 6.5-114 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)41 62 49 7 53 30 39 210 8 18 140 38 Future Volume (vph)41 62 49 7 53 30 39 210 8 18 140 38 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-115 HCM 6th AWSC EAPC (2021) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 62 49 7 53 30 39 210 8 18 140 38 Future Vol, veh/h 41 62 49 7 53 30 39 210 8 18 140 38 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 49 74 58 8 63 36 46 250 10 21 167 45 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 10.5 9.6 12.3 10.4 HCM LOS BABB Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %15% 27% 8% 11% 0% Vol Thru, %82% 41% 59% 89% 0% Vol Right, % 3% 32% 33% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 257 152 90 158 38 LT Vol 39 41 7 18 0 Through Vol 210 62 53 140 0 RT Vol 8 49 30 0 38 Lane Flow Rate 306 181 107 188 45 Geometry Grp 52277 Degree of Util (X) 0.443 0.272 0.164 0.302 0.063 Departure Headway (Hd)5.214 5.404 5.499 5.775 5.009 Convergence, Y/N Yes Yes Yes Yes Yes Cap 691 664 651 623 715 Service Time 3.243 3.44 3.539 3.505 2.738 HCM Lane V/C Ratio 0.443 0.273 0.164 0.302 0.063 HCM Control Delay 12.3 10.5 9.6 11 8.1 HCM Lane LOS BBABA HCM 95th-tile Q 2.3 1.1 0.6 1.3 0.2 6.5-116 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 94 7 18 59 19 11 203 28 49 144 8 Future Volume (vph)0 94 7 18 59 19 11 203 28 49 144 8 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-117 HCM 6th AWSC EAPC (2021) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh11.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 94 7 18 59 19 11 203 28 49 144 8 Future Vol, veh/h 0 94 7 18 59 19 11 203 28 49 144 8 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 111 8 21 69 22 13 239 33 58 169 9 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 10.3 10.8 13 10 HCM LOS B B B A Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 19% 100% 0% 0% Vol Thru, %0% 88% 100% 100% 0% 61% 0% 100% 86% Vol Right, %0% 12% 0% 0% 100% 20% 0% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 11 231 0 94 7 96 49 96 56 LT Vol 110000184900 Through Vol 0 203 0 94 0 59 0 96 48 RT Vol 0 28 0 0 7 19 0 0 8 Lane Flow Rate 13 272 0 111 8 113 58 113 66 Geometry Grp 887778888 Degree of Util (X) 0.023 0.442 0 0.19 0.013 0.201 0.105 0.19 0.109 Departure Headway (Hd) 6.444 5.853 6.184 6.184 5.478 6.412 6.566 6.061 5.96 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 556 614 0 581 653 559 546 592 602 Service Time 4.18 3.588 3.921 3.921 3.215 4.155 4.305 3.799 3.698 HCM Lane V/C Ratio 0.023 0.443 0 0.191 0.012 0.202 0.106 0.191 0.11 HCM Control Delay 9.3 13.2 8.9 10.4 8.3 10.8 10.1 10.2 9.4 HCM Lane LOS A B N BABBBA HCM 95th-tile Q 0.1 2.3 0 0.7 0 0.7 0.3 0.7 0.4 6.5-118 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 135 20 21 226 52 33 252 7 51 207 88 Future Volume (vph)28 135 20 21 226 52 33 252 7 51 207 88 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-119 HCM 6th AWSC EAPC (2021) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 33 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 135 20 21 226 52 33 252 7 51 207 88 Future Vol, veh/h 28 135 20 21 226 52 33 252 7 51 207 88 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 35 167 25 26 279 64 41 311 9 63 256 109 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 17.8 42.4 41.1 26 HCM LOS C E E D Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %11% 100% 0% 7% 20% 0% Vol Thru, %86% 0% 87% 76% 80% 0% Vol Right, % 2% 0% 13% 17% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 292 28 155 299 258 88 LT Vol 33 28 0 21 51 0 Through Vol 252 0 135 226 207 0 RT Vol 7 0 20 52 0 88 Lane Flow Rate 360 35 191 369 319 109 Geometry Grp 677677 Degree of Util (X) 0.831 0.089 0.461 0.844 0.731 0.224 Departure Headway (Hd)8.301 9.278 8.664 8.227 8.26 7.434 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 436 385 413 439 436 480 Service Time 6.386 7.067 6.453 6.307 6.045 5.218 HCM Lane V/C Ratio 0.826 0.091 0.462 0.841 0.732 0.227 HCM Control Delay 41.1 13 18.7 42.4 30.6 12.4 HCM Lane LOS E B C E D B HCM 95th-tile Q 7.9 0.3 2.4 8.2 5.8 0.9 6.5-120 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 135 20 21 226 52 33 252 7 51 207 88 Future Volume (vph)28 135 20 21 226 52 33 252 7 51 207 88 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)58.0 58.0 58.0 58.0 62.0 62.0 62.0 62.0 62.0 Total Split (%)48.3% 48.3% 48.3% 48.3% 51.7% 51.7% 51.7% 51.7% 51.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.5-121 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 135 20 21 226 52 33 252 7 51 207 88 Future Volume (veh/h) 28 135 20 21 226 52 33 252 7 51 207 88 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 167 25 26 279 64 41 311 9 63 256 109 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, %222222222222 Cap, veh/h 161 370 55 50 324 72 139 1027 29 231 916 1059 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.69 0.69 0.69 0.69 0.69 0.69 Sat Flow, veh/h 1038 1548 232 74 1355 300 153 1497 42 284 1336 1543 Grp Volume(v), veh/h 35 0 192 369 0 0 361 0 0 319 0 109 Grp Sat Flow(s),veh/h/ln 1038 0 1779 1728 0 0 1692 0 0 1620 0 1543 Q Serve(g_s), s 0.0 0.0 11.0 13.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.9 Cycle Q Clear(g_c), s 11.0 0.0 11.0 24.7 0.0 0.0 9.4 0.0 0.0 8.0 0.0 2.9 Prop In Lane 1.00 0.13 0.07 0.17 0.11 0.02 0.20 1.00 Lane Grp Cap(c), veh/h 161 0 425 445 0 0 1194 0 0 1147 0 1059 V/C Ratio(X) 0.22 0.00 0.45 0.83 0.00 0.00 0.30 0.00 0.00 0.28 0.00 0.10 Avail Cap(c_a), veh/h 376 0 793 798 0 0 1194 0 0 1147 0 1059 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.9 0.0 38.9 44.0 0.0 0.0 7.4 0.0 0.0 7.2 0.0 6.4 Incr Delay (d2), s/veh 0.7 0.0 0.8 4.0 0.0 0.0 0.7 0.0 0.0 0.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 4.7 10.5 0.0 0.0 3.2 0.0 0.0 2.8 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.6 0.0 39.7 48.1 0.0 0.0 8.0 0.0 0.0 7.8 0.0 6.6 LnGrp LOS D A D D AAAAAAAA Approach Vol, veh/h 227 369 361 428 Approach Delay, s/veh 39.7 48.1 8.0 7.5 Approach LOS D D A A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 86.8 33.2 86.8 33.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 57.5 53.5 57.5 53.5 Max Q Clear Time (g_c+I1), s 11.4 13.0 10.0 26.7 Green Ext Time (p_c), s 2.1 1.1 2.2 2.0 Intersection Summary HCM 6th Ctrl Delay 23.7 HCM 6th LOS C 6.5-122 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)98 297 28 22 313 126 28 247 31 97 243 59 Future Volume (vph)98 297 28 22 313 126 28 247 31 97 243 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-123 HCM 6th AWSC EAPC (2021) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh56.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 98 297 28 22 313 126 28 247 31 97 243 59 Future Vol, veh/h 98 297 28 22 313 126 28 247 31 97 243 59 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 118 358 34 27 377 152 34 298 37 117 293 71 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 74 39.6 104.4 21.3 HCM LOS F E F C Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %9% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %81% 0% 100% 0% 0% 100% 45% 0% 100% 58% Vol Right, %10% 0% 0% 100% 0% 0% 55% 0% 0% 42% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 306 98 297 28 22 209 230 97 162 140 LT Vol 28 98 0 0 22 0 0 97 0 0 Through Vol 247 0 297 0 0 209 104 0 162 81 RT Vol 31 0 0 28 0 0 126 0 0 59 Lane Flow Rate 369 118 358 34 27 251 278 117 195 169 Geometry Grp 8888888777 Degree of Util (X) 1.078 0.362 1.047 0.092 0.081 0.733 0.78 0.332 0.527 0.442 Departure Headway (Hd) 10.52211.57111.03810.29311.614 11.0810.67110.73510.207 9.896 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 347 313 333 350 310 329 341 337 355 366 Service Time 8.233 9.271 8.738 7.993 9.314 8.78 8.371 8.435 7.907 7.596 HCM Lane V/C Ratio 1.063 0.377 1.075 0.097 0.087 0.763 0.815 0.347 0.549 0.462 HCM Control Delay 104.4 20.7 97.2 14 15.3 38.9 42.6 18.7 23.7 20.2 HCM Lane LOS F C F B C E E C C C HCM 95th-tile Q 13.5 1.6 12.3 0.3 0.3 5.5 6.3 1.4 2.9 2.2 6.5-124 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)98 297 28 22 313 126 28 247 31 97 243 59 Future Volume (vph)98 297 28 22 313 126 28 247 31 97 243 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)31.0 31.0 31.0 31.0 31.0 31.0 29.0 29.0 29.0 29.0 Total Split (%)51.7% 51.7% 51.7% 51.7% 51.7% 51.7% 48.3% 48.3% 48.3% 48.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.5-125 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 98 297 28 22 313 126 28 247 31 97 243 59 Future Volume (veh/h) 98 297 28 22 313 126 28 247 31 97 243 59 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 118 358 34 27 377 152 34 298 37 117 293 71 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 446 804 682 423 1528 682 99 600 71 504 1132 270 Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 874 1821 1543 992 3460 1543 82 1470 173 1045 2771 661 Grp Volume(v), veh/h 118 358 34 27 377 152 369 0 0 117 181 183 Grp Sat Flow(s),veh/h/ln 874 1821 1543 992 1730 1543 1725 0 0 1045 1730 1702 Q Serve(g_s), s 5.9 8.2 0.8 1.2 4.1 3.7 0.0 0.0 0.0 0.0 4.2 4.3 Cycle Q Clear(g_c), s 10.0 8.2 0.8 9.4 4.1 3.7 9.2 0.0 0.0 6.4 4.2 4.3 Prop In Lane 1.00 1.00 1.00 1.00 0.09 0.10 1.00 0.39 Lane Grp Cap(c), veh/h 446 804 682 423 1528 682 770 0 0 504 706 695 V/C Ratio(X) 0.26 0.45 0.05 0.06 0.25 0.22 0.48 0.00 0.00 0.23 0.26 0.26 Avail Cap(c_a), veh/h 446 804 682 423 1528 682 770 0 0 504 706 695 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.6 11.6 9.6 14.9 10.5 10.4 13.2 0.0 0.0 12.4 11.7 11.8 Incr Delay (d2), s/veh 1.4 1.8 0.1 0.3 0.4 0.8 2.1 0.0 0.0 1.1 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 2.7 0.2 0.2 1.2 1.0 3.3 0.0 0.0 1.0 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.1 13.4 9.7 15.2 10.9 11.1 15.4 0.0 0.0 13.5 12.6 12.7 LnGrp LOS BBABBBBAABBB Approach Vol, veh/h 510 556 369 481 Approach Delay, s/veh 13.6 11.2 15.4 12.8 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 31.0 29.0 31.0 29.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.5 24.5 26.5 24.5 Max Q Clear Time (g_c+I1), s 12.0 8.4 11.4 11.2 Green Ext Time (p_c), s 2.2 2.1 2.4 1.6 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B 6.5-126 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 201 33 28 318 123 22 370 19 70 306 41 Future Volume (vph)30 201 33 28 318 123 22 370 19 70 306 41 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.5-127 HCM 6th Signalized Intersection Summary EAPC (2021) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 201 33 28 318 123 22 370 19 70 306 41 Future Volume (veh/h) 30 201 33 28 318 123 22 370 19 70 306 41 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 236 39 33 374 145 26 435 22 82 360 48 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 201 506 429 308 506 576 86 1431 72 165 1452 192 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.43 0.42 0.10 0.47 0.46 Sat Flow, veh/h 882 1821 1543 1104 1821 1543 1734 3352 169 1734 3072 406 Grp Volume(v), veh/h 35 236 39 33 374 145 26 224 233 82 202 206 Grp Sat Flow(s),veh/h/ln 882 1821 1543 1104 1821 1543 1734 1730 1791 1734 1730 1748 Q Serve(g_s), s 2.3 6.5 1.1 1.5 11.2 3.9 0.9 5.1 5.1 2.7 4.2 4.2 Cycle Q Clear(g_c), s 13.4 6.5 1.1 8.0 11.2 3.9 0.9 5.1 5.1 2.7 4.2 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 0.23 Lane Grp Cap(c), veh/h 201 506 429 308 506 576 86 738 764 165 818 826 V/C Ratio(X) 0.17 0.47 0.09 0.11 0.74 0.25 0.30 0.30 0.30 0.50 0.25 0.25 Avail Cap(c_a), veh/h 279 668 566 406 668 713 217 738 764 231 818 826 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 18.0 16.0 21.3 19.7 13.0 27.5 11.3 11.3 25.8 9.4 9.5 Incr Delay (d2), s/veh 0.4 0.7 0.1 0.2 3.0 0.2 2.0 1.1 1.0 2.3 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.3 0.3 0.4 4.3 1.1 0.4 1.7 1.8 1.1 1.3 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.2 18.6 16.1 21.4 22.7 13.2 29.5 12.4 12.4 28.1 10.2 10.2 LnGrp LOS C B B C C B C B B C B B Approach Vol, veh/h 310 552 483 490 Approach Delay, s/veh 19.2 20.2 13.3 13.2 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.7 29.6 20.7 7.0 32.4 20.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 4.7 7.1 15.4 2.9 6.2 13.2 Green Ext Time (p_c), s 0.0 1.7 0.7 0.0 1.6 1.7 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B 6.5-128 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)7 63 8 1 55 2 3 107 2 11 99 12 Future Volume (vph)7 63 8 1 55 2 3 107 2 11 99 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-129 HCM 6th AWSC EAPC (2021) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 63 8 1 55 2 3 107 2 11 99 12 Future Vol, veh/h 7 63 8 1 55 2 3 107 2 11 99 12 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 7 67 9 1 59 2 3 114 2 12 105 13 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.1 8 8.2 8.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %3% 9% 2% 9% Vol Thru, %96% 81% 95% 81% Vol Right, % 2% 10% 3% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 112 78 58 122 LT Vol 3 7 1 11 Through Vol 107 63 55 99 RT Vol 2 8 2 12 Lane Flow Rate 119 83 62 130 Geometry Grp 1111 Degree of Util (X) 0.146 0.104 0.078 0.157 Departure Headway (Hd)4.411 4.528 4.579 4.365 Convergence, Y/N Yes Yes Yes Yes Cap 815 793 784 824 Service Time 2.424 2.545 2.598 2.378 HCM Lane V/C Ratio 0.146 0.105 0.079 0.158 HCM Control Delay 8.2 8.1 8 8.2 HCM Lane LOS AAAA HCM 95th-tile Q 0.5 0.3 0.3 0.6 6.5-130 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0004120 Future Volume (vph)0004120 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-131 HCM 6th TWSC EAPC (2021) AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 6.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 4 12 0 Future Vol, veh/h 0 0 0 4 12 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 4 13 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 4 0 - 0 2 2 Stage 1 - - - - 2 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1618 - - - 1021 1082 Stage 1 - - - - 1021 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1618 - - - 1021 1082 Mov Cap-2 Maneuver - - - - 1021 - Stage 1 - - - - 1021 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1618 - - - 1021 HCM Lane V/C Ratio ----0.013 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 6.5-132 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)36 3 12 263 215 10 Future Volume (vph)36 3 12 263 215 10 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 131 Travel Time (s)13.6 12.0 1.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-133 HCM 6th TWSC EAPC (2021) AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 36 3 12 263 215 10 Future Vol, veh/h 36 3 12 263 215 10 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 39 3 13 286 234 11 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 409 123 245 0 - 0 Stage 1 240 ----- Stage 2 169 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 570 905 1318 - - - Stage 1 777 ----- Stage 2 843 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 564 905 1318 - - - Mov Cap-2 Maneuver 621 ----- Stage 1 769 ----- Stage 2 843 ----- Approach EB NB SB HCM Control Delay, s 11 0.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1318 - 621 905 - - HCM Lane V/C Ratio 0.01 - 0.063 0.004 - - HCM Control Delay (s) 7.8 - 11.2 9 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0.2 0 - - 6.5-134 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 188 4 12 142 3 2 Future Volume (vph) 188 4 12 142 3 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-135 HCM 6th TWSC EAPC (2021) AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 188 4 12 142 3 2 Future Vol, veh/h 188 4 12 142 3 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 204 4 13 154 3 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 208 0 309 206 Stage 1 - - - - 206 - Stage 2 - - - - 103 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1362 - 671 834 Stage 1 - - - - 828 - Stage 2 - - - - 910 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1362 - 664 834 Mov Cap-2 Maneuver - - - - 692 - Stage 1 - - - - 820 - Stage 2 - - - - 910 - Approach EB WB NB HCM Control Delay, s 0 0.6 9.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)743 - - 1362 - HCM Lane V/C Ratio 0.007 - - 0.01 - HCM Control Delay (s) 9.9 - - 7.7 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0 - - 0 - 6.5-136 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 184 6 0 154 0 2 Future Volume (vph) 184 6 0 154 0 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-137 HCM 6th TWSC EAPC (2021) AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 184 6 0 154 0 2 Future Vol, veh/h 184 6 0 154 0 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 200 7 0 167 0 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 204 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 836 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----836 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)836 - - - HCM Lane V/C Ratio 0.003 - - - HCM Control Delay (s) 9.3 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - 6.5-138 Lanes, Volumes, Timings EAPC (2021) AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 2 0 299 223 8 Future Volume (vph)0 2 0 299 223 8 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 263 288 Travel Time (s)5.7 3.6 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-139 HCM 6th TWSC EAPC (2021) AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 2 0 299 223 8 Future Vol, veh/h 0 2 0 299 223 8 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 2 0 325 242 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 126 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 901 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 901 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 9 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 901 - - HCM Lane V/C Ratio - 0.002 - - HCM Control Delay (s) - 9 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - 0 - - 6.5-140 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 118 117 21 23 92 111 13 241 17 93 376 123 Future Volume (vph) 118 117 21 23 92 111 13 241 17 93 376 123 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-141 HCM 6th AWSC EAPC (2021) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 15.6 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 118 117 21 23 92 111 13 241 17 93 376 123 Future Vol, veh/h 118 117 21 23 92 111 13 241 17 93 376 123 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 128 127 23 25 100 121 14 262 18 101 409 134 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 14.4 13.6 14.7 17.3 HCM LOS B B B C Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 83% 0% 100% 0% 0% 100% 22% 0% 100% Vol Right, %0% 0% 17% 0% 0% 100% 0% 0% 78% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 13 161 97 118 117 21 23 61 142 93 251 LT Vol 13 0 0 118 0 0 23 0 0 93 0 Through Vol 0 161 80 0 117 0 0 61 31 0 251 RT Vol 0 0 17 0 0 21 0 0 111 0 0 Lane Flow Rate 14 175 106 128 127 23 25 67 154 101 272 Geometry Grp 88888888888 Degree of Util (X) 0.034 0.39 0.233 0.308 0.288 0.047 0.061 0.153 0.33 0.22 0.556 Departure Headway (Hd)8.535 8.035 7.913 8.643 8.143 7.443 8.767 8.267 7.719 7.845 7.345 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 419 447 453 416 440 480 408 433 465 457 490 Service Time 6.297 5.797 5.675 6.408 5.908 5.208 6.534 6.034 5.486 5.599 5.099 HCM Lane V/C Ratio 0.033 0.391 0.234 0.308 0.289 0.048 0.061 0.155 0.331 0.221 0.555 HCM Control Delay 11.6 15.9 13.1 15.2 14.2 10.6 12.1 12.5 14.3 12.8 19 HCM Lane LOS B C B C BBBBBBC HCM 95th-tile Q 0.1 1.8 0.9 1.3 1.2 0.1 0.2 0.5 1.4 0.8 3.3 6.5-142 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)50 73 1 381 43 60 498 Future Volume (vph)50 73 1 381 43 60 498 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)22.0 22.0 12.0 25.0 25.0 13.0 26.0 Total Split (%)36.7% 36.7% 20.0% 41.7% 41.7% 21.7% 43.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.5-143 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 50 73 1 381 43 60 498 Future Volume (veh/h) 50 73 1 381 43 60 498 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 56 82 428 48 67 560 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 197 175 1211 540 584 2607 Arrive On Green 0.11 0.11 0.35 0.35 0.34 0.75 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 56 82 428 48 67 560 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.8 3.0 5.5 0.7 1.6 2.9 Cycle Q Clear(g_c), s 1.8 3.0 5.5 0.7 1.6 2.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 197 175 1211 540 584 2607 V/C Ratio(X) 0.28 0.47 0.35 0.09 0.11 0.21 Avail Cap(c_a), veh/h 520 463 1211 540 584 2607 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 24.9 14.5 4.8 13.7 2.2 Incr Delay (d2), s/veh 0.8 1.9 0.8 0.3 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.0 1.9 0.4 0.5 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.2 26.9 15.3 5.2 13.8 2.4 LnGrp LOS C C BABA Approach Vol, veh/h 138 476 627 Approach Delay, s/veh 26.2 14.3 3.6 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 24.2 25.0 49.2 10.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 20.5 21.5 17.5 Max Q Clear Time (g_c+I1), s 3.6 7.5 4.9 5.0 Green Ext Time (p_c), s 0.0 2.1 3.0 0.3 Intersection Summary HCM 6th Ctrl Delay 10.2 HCM 6th LOS B Notes User approved ignoring U-Turning movement. 6.5-144 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)16 239 336 26 136 69 284 345 67 47 267 13 Future Volume (vph)16 239 336 26 136 69 284 345 67 47 267 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-145 HCM 6th AWSC EAPC (2021) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 53 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 239 336 26 136 69 284 345 67 47 267 13 Future Vol, veh/h 16 239 336 26 136 69 284 345 67 47 267 13 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 18 269 378 29 153 78 319 388 75 53 300 15 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 102.2 18.6 36.8 22.7 HCM LOS F C E C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 63% 0% 100% 19% 0% 100% 40% 0% 100% 87% Vol Right, %0% 0% 37% 0% 0% 81% 0% 0% 60% 0% 0% 13% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 284 230 182 16 159 416 26 91 114 47 178 102 LT Vol 284 0 0 16 0 0 26 0 0 47 0 0 Through Vol 0 230 115 0 159 80 0 91 45 0 178 89 RT Vol 0 0 67 0 0 336 0 0 69 0 0 13 Lane Flow Rate 319 258 204 18 179 467 29 102 128 53 200 115 Geometry Grp 888888888888 Degree of Util (X) 0.868 0.668 0.515 0.051 0.484 1.189 0.091 0.305 0.37 0.159 0.575 0.327 Departure Headway (Hd) 10.053 9.553 9.29610.229 9.729 9.16311.52211.022 10.611.18410.68410.595 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 364 380 391 350 371 397 313 328 342 323 340 342 Service Time 7.753 7.253 6.996 7.986 7.486 6.92 9.222 8.722 8.3 8.884 8.384 8.295 HCM Lane V/C Ratio 0.876 0.679 0.522 0.051 0.482 1.176 0.093 0.311 0.374 0.164 0.588 0.336 HCM Control Delay 52.4 29.5 21.5 13.5 21.3 136.6 15.4 18.5 19.4 16 26.9 18.4 HCM Lane LOS F D C B C F CCCCDC HCM 95th-tile Q 8.2 4.7 2.8 0.2 2.5 18.6 0.3 1.3 1.7 0.6 3.4 1.4 6.5-146 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)16 239 336 26 136 69 284 345 67 47 267 13 Future Volume (vph)16 239 336 26 136 69 284 345 67 47 267 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Prot NA Perm Prot NA Protected Phases 2 6 3 8 7 4 Permitted Phases 2 6 6 8 Detector Phase 2 2 66638874 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 9.0 30.5 30.5 9.0 30.5 Total Split (s)51.0 51.0 51.0 51.0 51.0 31.0 51.0 51.0 18.0 38.0 Total Split (%)42.5% 42.5% 42.5% 42.5% 42.5% 25.8% 42.5% 42.5% 15.0% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.0 3.5 3.5 3.0 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.0 4.5 4.5 4.0 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode C-Max C-Max C-Max C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.5-147 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 16 239 336 26 136 69 284 345 67 47 267 13 Future Volume (veh/h) 16 239 336 26 136 69 284 345 67 47 267 13 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 18 269 378 29 153 78 319 388 75 53 300 15 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 565 804 717 288 1607 717 418 1341 598 69 1016 51 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.12 0.39 0.39 0.04 0.30 0.30 Sat Flow, veh/h 1149 1730 1543 784 3460 1543 3365 3460 1543 1734 3354 167 Grp Volume(v), veh/h 18 269 378 29 153 78 319 388 75 53 154 161 Grp Sat Flow(s),veh/h/ln 1149 1730 1543 784 1730 1543 1682 1730 1543 1734 1730 1791 Q Serve(g_s), s 1.1 11.8 20.8 3.3 3.0 3.4 11.0 9.3 3.8 3.6 8.2 8.3 Cycle Q Clear(g_c), s 4.0 11.8 20.8 24.1 3.0 3.4 11.0 9.3 3.8 3.6 8.2 8.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 565 804 717 288 1607 717 418 1341 598 69 524 542 V/C Ratio(X) 0.03 0.33 0.53 0.10 0.10 0.11 0.76 0.29 0.13 0.77 0.29 0.30 Avail Cap(c_a), veh/h 565 804 717 288 1607 717 757 1341 598 202 524 542 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.1 20.4 22.8 31.3 18.0 18.1 50.8 25.4 23.7 57.1 32.0 32.0 Incr Delay (d2), s/veh 0.1 0.9 2.1 0.7 0.1 0.3 6.0 0.5 0.4 31.2 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 4.6 7.3 0.6 1.1 1.2 4.8 3.7 1.4 2.1 3.5 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.2 21.2 24.9 32.0 18.1 18.4 56.9 25.9 24.1 88.3 33.4 33.4 LnGrp LOS B C C C B B E C C F C C Approach Vol, veh/h 665 260 782 368 Approach Delay, s/veh 23.3 19.8 38.4 41.3 Approach LOS C B D D Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 60.2 18.9 40.8 60.2 8.8 51.0 Change Period (Y+Rc), s 4.5 4.0 4.5 4.5 4.0 4.5 Max Green Setting (Gmax), s 46.5 27.0 33.5 46.5 14.0 46.5 Max Q Clear Time (g_c+I1), s 22.8 13.0 10.3 26.1 5.6 11.3 Green Ext Time (p_c), s 3.7 1.9 1.5 1.1 0.1 2.6 Intersection Summary HCM 6th Ctrl Delay 31.7 HCM 6th LOS C 6.5-148 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)73 482 87 22 393 46 96 271 33 55 221 63 Future Volume (vph)73 482 87 22 393 46 96 271 33 55 221 63 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)24.0 50.0 50.0 15.0 41.0 41.0 17.0 40.0 40.0 15.0 38.0 38.0 Total Split (%)20.0% 41.7% 41.7% 12.5% 34.2% 34.2% 14.2% 33.3% 33.3% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.5-149 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 482 87 22 393 46 96 271 33 55 221 63 Future Volume (veh/h) 73 482 87 22 393 46 96 271 33 55 221 63 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 85 560 101 26 457 53 112 315 38 64 257 73 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 108 1623 724 59 1525 680 192 1024 457 173 1005 448 Arrive On Green 0.06 0.47 0.47 0.03 0.44 0.44 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 85 560 101 26 457 53 112 315 38 64 257 73 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.8 12.3 4.5 1.8 10.2 2.4 3.9 8.5 2.1 2.2 6.8 4.2 Cycle Q Clear(g_c), s 5.8 12.3 4.5 1.8 10.2 2.4 3.9 8.5 2.1 2.2 6.8 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 108 1623 724 59 1525 680 192 1024 457 173 1005 448 V/C Ratio(X) 0.79 0.35 0.14 0.44 0.30 0.08 0.58 0.31 0.08 0.37 0.26 0.16 Avail Cap(c_a), veh/h 282 1623 724 152 1525 680 350 1024 457 294 1005 448 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.5 20.2 18.1 56.9 21.6 19.4 55.2 32.7 30.5 55.0 32.6 31.7 Incr Delay (d2), s/veh 12.0 0.6 0.4 5.2 0.5 0.2 2.8 0.8 0.4 1.3 0.6 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 4.9 1.6 0.8 4.0 0.8 1.7 3.5 0.8 0.9 2.8 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.5 20.8 18.5 62.0 22.1 19.7 58.0 33.5 30.9 56.3 33.3 32.5 LnGrp LOS E C B E C B E C C E C C Approach Vol, veh/h 746 536 465 394 Approach Delay, s/veh 25.8 23.8 39.2 36.9 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.7 40.0 8.6 60.8 11.3 39.3 12.0 57.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 35.5 10.5 45.5 12.5 33.5 19.5 36.5 Max Q Clear Time (g_c+I1), s 4.2 10.5 3.8 14.3 5.9 8.8 7.8 12.2 Green Ext Time (p_c), s 0.1 1.9 0.0 4.0 0.1 1.6 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 30.2 HCM 6th LOS C 6.5-150 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 420 142 49 334 41 108 336 37 41 214 87 Future Volume (vph)84 420 142 49 334 41 108 336 37 41 214 87 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)24.0 47.0 47.0 16.0 39.0 39.0 19.0 41.0 41.0 16.0 38.0 38.0 Total Split (%)20.0% 39.2% 39.2% 13.3% 32.5% 32.5% 15.8% 34.2% 34.2% 13.3% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.5-151 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 420 142 49 334 41 108 336 37 41 214 87 Future Volume (veh/h) 84 420 142 49 334 41 108 336 37 41 214 87 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 88 442 149 52 352 43 114 354 39 43 225 92 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 111 1569 700 83 1513 675 192 1052 469 149 1009 450 Arrive On Green 0.06 0.45 0.45 0.05 0.44 0.44 0.06 0.30 0.30 0.04 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 88 442 149 52 352 43 114 354 39 43 225 92 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.0 9.6 7.0 3.5 7.6 1.9 4.0 9.5 2.2 1.5 5.9 5.4 Cycle Q Clear(g_c), s 6.0 9.6 7.0 3.5 7.6 1.9 4.0 9.5 2.2 1.5 5.9 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 111 1569 700 83 1513 675 192 1052 469 149 1009 450 V/C Ratio(X) 0.79 0.28 0.21 0.62 0.23 0.06 0.59 0.34 0.08 0.29 0.22 0.20 Avail Cap(c_a), veh/h 282 1569 700 166 1513 675 407 1052 469 322 1009 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.4 20.6 19.8 56.1 21.2 19.5 55.2 32.4 29.8 55.5 32.2 32.0 Incr Delay (d2), s/veh 11.8 0.4 0.7 7.4 0.4 0.2 2.9 0.9 0.3 1.0 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 3.8 2.5 1.7 3.0 0.7 1.7 4.0 0.8 0.6 2.5 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.1 21.0 20.5 63.5 21.5 19.7 58.1 33.2 30.2 56.5 32.7 33.0 LnGrp LOS E C C E C B E C C E C C Approach Vol, veh/h 679 447 507 360 Approach Delay, s/veh 26.9 26.2 38.6 35.6 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.3 58.9 11.3 39.5 12.2 57.0 9.8 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 42.5 14.5 33.5 19.5 34.5 11.5 36.5 Max Q Clear Time (g_c+I1), s 5.5 11.6 6.0 7.9 8.0 9.6 3.5 11.5 Green Ext Time (p_c), s 0.0 3.3 0.2 1.5 0.1 2.1 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 31.3 HCM 6th LOS C 6.5-152 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 392 6 252 53 495 303 2 Future Volume (vph)31 24 2 34 10 392 6 252 53 495 303 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-153 HCM 6th AWSC EAPC (2021) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh104.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 24 2 34 10 392 6 252 53 495 303 2 Future Vol, veh/h 31 24 2 34 10 392 6 252 53 495 303 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 38 29 2 41 12 478 7 307 65 604 370 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 15.3 84.6 20.8 153.8 HCM LOS C F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %5% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %95% 70% 0% 100% 80% 0% 100% 0% 0% 100% 98% Vol Right, %0% 30% 0% 0% 20% 0% 0% 100% 0% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 132 179 31 16 10 34 10 392 495 202 103 LT Vol 6 0 31 0 0 34 0 0 495 0 0 Through Vol 126 126 0 16 8 0 10 0 0 202 101 RT Vol 05300200392002 Lane Flow Rate 161 218 38 20 12 41 12 478 604 246 126 Geometry Grp 88888888888 Degree of Util (X) 0.408 0.54 0.114 0.056 0.035 0.106 0.03 1.067 1.444 0.555 0.282 Departure Headway (Hd) 9.523 9.293 11.7711.24811.101 9.885 9.373 8.657 8.88 8.374 8.361 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 380 391 307 320 325 365 384 421 417 434 432 Service Time 7.223 6.993 9.47 8.948 8.801 7.585 7.073 6.357 6.58 6.074 6.061 HCM Lane V/C Ratio 0.424 0.558 0.124 0.063 0.037 0.112 0.031 1.135 1.448 0.567 0.292 HCM Control Delay 18.6 22.4 16 14.6 14.2 13.8 12.4 92.6 237 21 14.3 HCM Lane LOS C C C BBBBFFCB HCM 95th-tile Q 1.9 3.1 0.4 0.2 0.1 0.4 0.1 14.8 29.9 3.3 1.1 6.5-154 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 392 6 252 53 495 303 2 Future Volume (vph)31 24 2 34 10 392 6 252 53 495 303 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 6 4 Detector Phase 2 2 66688 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 33.0 33.0 39.0 39.0 39.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 27.5% 27.5% 32.5% 32.5% 32.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None None Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 84.5 (70%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.5-155 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 34 10 392 6 252 53 495 303 2 Future Volume (veh/h) 31 24 2 34 10 392 6 252 53 495 303 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 29 2 41 12 478 7 307 65 604 370 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222222222 Cap, veh/h 385 1191 81 552 660 559 15 673 149 967 995 444 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.24 0.24 0.24 0.29 0.29 0.29 Sat Flow, veh/h 906 3287 224 1378 1821 1543 63 2835 628 3365 3460 1543 Grp Volume(v), veh/h 38 15 16 41 12 478 202 0 177 604 370 2 Grp Sat Flow(s),veh/h/ln 906 1730 1781 1378 1821 1543 1818 0 1708 1682 1730 1543 Q Serve(g_s), s 3.4 0.7 0.7 2.4 0.5 34.3 11.4 0.0 10.6 18.7 10.2 0.1 Cycle Q Clear(g_c), s 3.9 0.7 0.7 3.1 0.5 34.3 11.4 0.0 10.6 18.7 10.2 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.03 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 385 627 646 552 660 559 432 0 406 967 995 444 V/C Ratio(X) 0.10 0.02 0.02 0.07 0.02 0.85 0.47 0.00 0.44 0.62 0.37 0.00 Avail Cap(c_a), veh/h 385 627 646 552 660 559 432 0 406 967 995 444 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.89 0.89 0.89 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 24.6 24.6 25.6 24.5 35.3 39.2 0.0 38.9 37.1 34.1 30.5 Incr Delay (d2), s/veh 0.5 0.1 0.1 0.1 0.0 11.1 3.6 0.0 3.4 3.0 1.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.3 0.3 0.7 0.2 13.7 5.3 0.0 4.6 7.7 4.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.3 24.7 24.7 25.6 24.6 46.4 42.9 0.0 42.3 40.2 35.2 30.5 LnGrp LOS CCCCCDDADDDC Approach Vol, veh/h 69 531 379 976 Approach Delay, s/veh 25.6 44.3 42.6 38.3 Approach LOS CDDD Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 48.0 39.0 48.0 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 43.5 34.5 43.5 28.5 Max Q Clear Time (g_c+I1), s 5.9 20.7 36.3 13.4 Green Ext Time (p_c), s 0.3 3.7 1.2 1.6 Intersection Summary HCM 6th Ctrl Delay 40.3 HCM 6th LOS D 6.5-156 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 362 317 30 363 280 191 594 70 184 600 138 Future Volume (vph) 104 362 317 30 363 280 191 594 70 184 600 138 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.5-157 HCM 6th Roundabout EAPC (2021) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 81.2 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 842 723 919 991 Demand Flow Rate, veh/h 859 738 937 1011 Vehicles Circulating, veh/h 893 975 713 640 Vehicles Exiting, veh/h 607 599 691 766 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 29.0 23.0 149.3 104.8 Approach LOS D C F F Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 348 4.976 307 4.976 76 4.976 151 Entry Flow, veh/h 511 1887 431 1887 861 1887 860 1887 Cap Entry Lane, veh/h 555 0.980 510 0.980 667 0.980 718 0.980 Entry HV Adj Factor 0.981 341 0.980 301 0.981 75 0.980 148 Flow Entry, veh/h 501 1850 422 1850 844 1850 843 1850 Cap Entry, veh/h 544 0.184 500 0.163 654 0.041 704 0.080 V/C Ratio 0.921 0.0 0.844 0.0 1.291 0.0 1.197 0.0 Control Delay, s/veh 48.7 A 39.3 A 162.6 A 123.2 A LOS E1E1F0F0 95th %tile Queue, veh 11 9 33 28 6.5-158 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 2 21 9 1 42 3 974 7 23 984 68 Future Volume (vph)66 2 21 9 1 42 3 974 7 23 984 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)49.0 49.0 49.0 49.0 49.0 49.0 18.0 51.0 20.0 53.0 Total Split (%)40.8% 40.8% 40.8% 40.8% 40.8% 40.8% 15.0% 42.5% 16.7% 44.2% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.5-159 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 2 21 9 1 42 3 974 7 23 984 68 Future Volume (veh/h) 66 2 21 9 1 42 3 974 7 23 984 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 69 2 22 9 1 44 3 1025 7 24 1036 72 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 73 1 527 67 4 527 17 2246 15 96 2309 160 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.01 0.44 0.44 0.02 0.16 0.16 Sat Flow, veh/h 42 4 1543 28 13 1543 1734 5095 35 1734 4747 329 Grp Volume(v), veh/h 71 0 22 10 0 44 3 667 365 24 723 385 Grp Sat Flow(s),veh/h/ln 45 0 1543 41 0 1543 1734 1657 1815 1734 1657 1762 Q Serve(g_s), s 1.3 0.0 1.1 0.6 0.0 2.3 0.2 16.9 16.9 1.6 23.7 23.7 Cycle Q Clear(g_c), s 41.0 0.0 1.1 40.7 0.0 2.3 0.2 16.9 16.9 1.6 23.7 23.7 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.02 1.00 0.19 Lane Grp Cap(c), veh/h 75 0 527 71 0 527 17 1461 800 96 1612 857 V/C Ratio(X) 0.95 0.00 0.04 0.14 0.00 0.08 0.18 0.46 0.46 0.25 0.45 0.45 Avail Cap(c_a), veh/h 98 0 553 95 0 553 173 1461 800 202 1612 857 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.74 0.74 0.74 Uniform Delay (d), s/veh 59.4 0.0 26.4 45.8 0.0 26.8 59.0 23.5 23.5 56.5 35.8 35.8 Incr Delay (d2), s/veh 75.2 0.0 0.1 1.9 0.0 0.1 10.9 1.0 1.9 2.2 0.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 0.0 0.4 0.3 0.0 0.9 0.1 6.3 7.1 0.8 10.5 11.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 134.6 0.0 26.5 47.7 0.0 26.9 69.8 24.5 25.4 58.6 36.5 37.1 LnGrp LOS F A C D A C E C C E D D Approach Vol, veh/h 93 54 1035 1132 Approach Delay, s/veh 109.0 30.8 24.9 37.2 Approach LOS F C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.6 59.6 47.8 7.1 65.0 47.8 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 43.5 43.0 12.0 45.5 43.0 Max Q Clear Time (g_c+I1), s 3.6 18.9 43.0 2.2 25.7 42.7 Green Ext Time (p_c), s 0.0 11.7 0.0 0.0 11.1 0.0 Intersection Summary HCM 6th Ctrl Delay 34.4 HCM 6th LOS C 6.5-160 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 346 133 113 298 190 126 882 73 274 831 225 Future Volume (vph) 362 346 133 113 298 190 126 882 73 274 831 225 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 40.5 40.5 21.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 33.8% 33.8% 17.5% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.5-161 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 346 133 113 298 190 126 882 73 274 831 225 Future Volume (veh/h) 362 346 133 113 298 190 126 882 73 274 831 225 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 357 137 116 307 196 130 909 75 282 857 232 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 407 525 234 496 370 313 171 1180 366 336 1186 368 Arrive On Green 0.23 0.15 0.15 0.29 0.20 0.20 0.03 0.08 0.08 0.10 0.24 0.24 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 357 137 116 307 196 130 909 75 282 857 232 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 25.2 11.7 7.4 6.1 19.4 10.2 8.9 21.5 2.6 9.9 19.0 8.8 Cycle Q Clear(g_c), s 25.2 11.7 7.4 6.1 19.4 10.2 8.9 21.5 2.6 9.9 19.0 8.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 407 525 234 496 370 313 171 1180 366 336 1186 368 V/C Ratio(X) 0.92 0.68 0.58 0.23 0.83 0.63 0.76 0.77 0.20 0.84 0.72 0.63 Avail Cap(c_a), veh/h 407 952 424 496 470 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.8 48.1 26.7 32.8 45.8 23.5 56.6 52.1 10.2 53.0 42.0 12.1 Incr Delay (d2), s/veh 25.0 6.9 10.2 0.1 19.1 9.1 15.1 2.6 0.4 16.0 1.9 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.1 5.4 4.3 2.5 10.5 4.4 4.7 9.8 2.1 4.7 7.6 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.8 55.1 37.0 32.9 64.9 32.6 71.7 54.7 10.6 69.0 43.9 15.2 LnGrp LOS E E D C E C E D B E D B Approach Vol, veh/h 867 619 1114 1371 Approach Delay, s/veh 58.5 48.7 53.7 44.2 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 36.0 40.3 25.7 17.8 36.1 34.2 31.9 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 15.0 33.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 11.9 23.5 8.1 13.7 10.9 21.0 27.2 21.4 Green Ext Time (p_c), s 0.0 5.0 0.0 4.5 0.0 6.1 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 50.7 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.5-162 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)24 10 13 128 240 39 Future Volume (vph)24 10 13 128 240 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-163 HCM 6th AWSC EAPC (2021) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 24 10 13 128 240 39 Future Vol, veh/h 24 10 13 128 240 39 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 29 12 16 156 293 48 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 9.1 8.8 12 HCM LOS A A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %71% 0% 0% 100% 0% Vol Thru, %29% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 34 13 128 240 39 LT Vol 24 0 0 240 0 Through Vol 10 13 0 0 0 RT Vol 0 0 128 0 39 Lane Flow Rate 41 16 156 293 48 Geometry Grp 47777 Degree of Util (X) 0.065 0.024 0.209 0.452 0.057 Departure Headway (Hd)5.621 5.525 4.819 5.554 4.351 Convergence, Y/N Yes Yes Yes Yes Yes Cap 636 648 745 647 820 Service Time 3.667 3.257 2.551 3.297 2.093 HCM Lane V/C Ratio 0.064 0.025 0.209 0.453 0.059 HCM Control Delay 9.1 8.4 8.8 12.8 7.4 HCM Lane LOS AAABA HCM 95th-tile Q 0.2 0.1 0.8 2.3 0.2 6.5-164 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)21 102 95 2 44 117 59 97 3 186 95 19 Future Volume (vph)21 102 95 2 44 117 59 97 3 186 95 19 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-165 HCM 6th AWSC EAPC (2021) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 102 95 2 44 117 59 97 3 186 95 19 Future Vol, veh/h 21 102 95 2 44 117 59 97 3 186 95 19 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 24 116 108 2 50 133 67 110 3 211 108 22 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 11.4 12.5 11.6 13.2 HCM LOS BBBB Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 17% 0% 1% 100% 0% 0% Vol Thru, %0% 97% 83% 0% 27% 0% 100% 0% Vol Right, %0% 3% 0% 100% 72% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 59 100 123 95 163 186 95 19 LT Vol 59 0 21 0 2 186 0 0 Through Vol 0 97 102 0 44 0 95 0 RT Vol 0 3 0 95 117 0 0 19 Lane Flow Rate 67 114 140 108 185 211 108 22 Geometry Grp 88888888 Degree of Util (X) 0.139 0.219 0.268 0.183 0.332 0.414 0.196 0.035 Departure Headway (Hd)7.467 6.935 6.898 6.104 6.449 7.057 6.549 5.838 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 477 514 517 583 554 507 544 608 Service Time 5.262 4.729 4.688 3.893 4.241 4.841 4.333 3.621 HCM Lane V/C Ratio 0.14 0.222 0.271 0.185 0.334 0.416 0.199 0.036 HCM Control Delay 11.5 11.7 12.2 10.3 12.5 14.8 10.9 8.8 HCM Lane LOS BBBBBBBA HCM 95th-tile Q 0.5 0.8 1.1 0.7 1.4 2 0.7 0.1 6.5-166 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)57 102 53 12 76 41 69 236 28 33 245 55 Future Volume (vph)57 102 53 12 76 41 69 236 28 33 245 55 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-167 HCM 6th AWSC EAPC (2021) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 26.8 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 102 53 12 76 41 69 236 28 33 245 55 Future Vol, veh/h 57 102 53 12 76 41 69 236 28 33 245 55 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 76 136 71 16 101 55 92 315 37 44 327 73 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 19.8 15.2 36.5 26.1 HCM LOS C C E D Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %21% 27% 9% 12% 0% Vol Thru, %71% 48% 59% 88% 0% Vol Right, % 8% 25% 32% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 333 212 129 278 55 LT Vol 69 57 12 33 0 Through Vol 236 102 76 245 0 RT Vol 28 53 41 0 55 Lane Flow Rate 444 283 172 371 73 Geometry Grp 52277 Degree of Util (X) 0.842 0.574 0.367 0.753 0.133 Departure Headway (Hd)6.824 7.309 7.674 7.317 6.537 Convergence, Y/N Yes Yes Yes Yes Yes Cap 528 492 468 493 547 Service Time 4.875 5.365 5.74 5.071 4.291 HCM Lane V/C Ratio 0.841 0.575 0.368 0.753 0.133 HCM Control Delay 36.5 19.8 15.2 29.2 10.3 HCM Lane LOS E C C D B HCM 95th-tile Q 8.7 3.6 1.7 6.4 0.5 6.5-168 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)5 79 9 35 80 37 10 244 41 43 272 9 Future Volume (vph)5 79 9 35 80 37 10 244 41 43 272 9 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-169 HCM 6th AWSC EAPC (2021) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh14.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 79 9 35 80 37 10 244 41 43 272 9 Future Vol, veh/h 5 79 9 35 80 37 10 244 41 43 272 9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 6 91 10 40 92 43 11 280 47 49 313 10 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 11 13.4 17.6 12.1 HCM LOS B B C B Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 23% 100% 0% 0% Vol Thru, %0% 86% 0% 100% 0% 53% 0% 100% 91% Vol Right, %0% 14% 0% 0% 100% 24% 0% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 10 285 5 79 9 152 43 181 100 LT Vol 100500354300 Through Vol 0 244 0 79 0 80 0 181 91 RT Vol 0 41 0 0 9 37 0 0 9 Lane Flow Rate 11 328 6 91 10 175 49 208 115 Geometry Grp 887778888 Degree of Util (X) 0.022 0.584 0.012 0.175 0.018 0.341 0.096 0.377 0.205 Departure Headway (Hd) 7.027 6.419 7.464 6.956 6.245 7.019 7.021 6.515 6.451 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 507 560 476 512 568 508 508 548 553 Service Time 4.806 4.198 5.257 4.749 4.037 4.808 4.804 4.297 4.232 HCM Lane V/C Ratio 0.022 0.586 0.013 0.178 0.018 0.344 0.096 0.38 0.208 HCM Control Delay 10 17.9 10.3 11.2 9.2 13.4 10.6 13.2 10.9 HCM Lane LOS A C BBABBBB HCM 95th-tile Q 0.1 3.7 0 0.6 0.1 1.5 0.3 1.7 0.8 6.5-170 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)65 214 38 10 121 44 25 317 28 75 278 35 Future Volume (vph)65 214 38 10 121 44 25 317 28 75 278 35 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-171 HCM 6th AWSC EAPC (2021) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 35.9 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 65 214 38 10 121 44 25 317 28 75 278 35 Future Vol, veh/h 65 214 38 10 121 44 25 317 28 75 278 35 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 71 235 42 11 133 48 27 348 31 82 305 38 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 22.2 20 50.3 40.5 HCM LOS C C F E Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %7% 100% 0% 6% 21% 0% Vol Thru, %86% 0% 85% 69% 79% 0% Vol Right, % 8% 0% 15% 25% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 370 65 252 175 353 35 LT Vol 25 65 0 10 75 0 Through Vol 317 0 214 121 278 0 RT Vol 28 0 38 44 0 35 Lane Flow Rate 407 71 277 192 388 38 Geometry Grp 677677 Degree of Util (X) 0.902 0.176 0.635 0.477 0.861 0.076 Departure Headway (Hd)7.985 8.879 8.252 8.925 7.993 7.16 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 451 403 438 402 454 498 Service Time 6.06 6.655 6.027 7.022 5.766 4.933 HCM Lane V/C Ratio 0.902 0.176 0.632 0.478 0.855 0.076 HCM Control Delay 50.3 13.6 24.4 20 43.5 10.5 HCM Lane LOS F B C C E B HCM 95th-tile Q 9.9 0.6 4.3 2.5 8.7 0.2 6.5-172 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)65 214 38 10 121 44 25 317 28 75 278 35 Future Volume (vph)65 214 38 10 121 44 25 317 28 75 278 35 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)47.0 47.0 47.0 47.0 73.0 73.0 73.0 73.0 73.0 Total Split (%)39.2% 39.2% 39.2% 39.2% 60.8% 60.8% 60.8% 60.8% 60.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.5-173 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 214 38 10 121 44 25 317 28 75 278 35 Future Volume (veh/h) 65 214 38 10 121 44 25 317 28 75 278 35 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 71 235 42 11 133 48 27 348 31 82 305 38 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 165 287 51 36 184 63 90 1120 97 258 939 1133 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.73 0.73 0.73 0.73 0.73 0.73 Sat Flow, veh/h 1203 1504 269 21 965 329 79 1525 133 302 1279 1543 Grp Volume(v), veh/h 71 0 277 192 0 0 406 0 0 387 0 38 Grp Sat Flow(s),veh/h/ln 1203 0 1773 1314 0 0 1737 0 0 1581 0 1543 Q Serve(g_s), s 0.7 0.0 18.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 Cycle Q Clear(g_c), s 19.3 0.0 18.0 18.6 0.0 0.0 9.3 0.0 0.0 8.6 0.0 0.8 Prop In Lane 1.00 0.15 0.06 0.25 0.07 0.08 0.21 1.00 Lane Grp Cap(c), veh/h 165 0 338 282 0 0 1308 0 0 1197 0 1133 V/C Ratio(X) 0.43 0.00 0.82 0.68 0.00 0.00 0.31 0.00 0.00 0.32 0.00 0.03 Avail Cap(c_a), veh/h 361 0 628 557 0 0 1308 0 0 1197 0 1133 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.8 0.0 46.6 44.3 0.0 0.0 5.5 0.0 0.0 5.4 0.0 4.3 Incr Delay (d2), s/veh 1.8 0.0 4.9 2.9 0.0 0.0 0.6 0.0 0.0 0.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 8.0 5.2 0.0 0.0 2.9 0.0 0.0 2.7 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.5 0.0 51.5 47.2 0.0 0.0 6.1 0.0 0.0 6.1 0.0 4.4 LnGrp LOS D A D D AAAAAAAA Approach Vol, veh/h 348 192 406 425 Approach Delay, s/veh 51.1 47.2 6.1 5.9 Approach LOS D D A A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 92.6 27.4 92.6 27.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 68.5 42.5 68.5 42.5 Max Q Clear Time (g_c+I1), s 11.3 21.3 10.6 20.6 Green Ext Time (p_c), s 2.4 1.5 2.5 0.9 Intersection Summary HCM 6th Ctrl Delay 23.2 HCM 6th LOS C 6.5-174 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 385 48 43 327 92 32 348 52 109 309 86 Future Volume (vph) 101 385 48 43 327 92 32 348 52 109 309 86 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-175 HCM 6th AWSC EAPC (2021) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh125.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 101 385 48 43 327 92 32 348 52 109 309 86 Future Vol, veh/h 101 385 48 43 327 92 32 348 52 109 309 86 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 119 453 56 51 385 108 38 409 61 128 364 101 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 161.2 42.5 281.3 29 HCM LOS F E F D Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %7% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %81% 0% 100% 0% 0% 100% 54% 0% 100% 54% Vol Right, %12% 0% 0% 100% 0% 0% 46% 0% 0% 46% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 432 101 385 48 43 218 201 109 206 189 LT Vol 32 101 0 0 43 0 0 109 0 0 Through Vol 348 0 385 0 0 218 109 0 206 103 RT Vol 52 0 0 48 0 0 92 0 0 86 Lane Flow Rate 508 119 453 56 51 256 236 128 242 222 Geometry Grp 8888888777 Degree of Util (X) 1.529 0.373 1.361 0.159 0.16 0.774 0.693 0.362 0.651 0.578 Departure Headway (Hd) 11.33412.943 12.4 11.6413.63513.08612.73412.14311.60311.259 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 325 280 299 310 265 280 286 299 315 322 Service Time 9.03410.643 10.1 9.3411.33510.78610.434 9.843 9.303 8.959 HCM Lane V/C Ratio 1.563 0.425 1.515 0.181 0.192 0.914 0.825 0.428 0.768 0.689 HCM Control Delay 281.3 23.1 215.5 16.5 18.9 49.5 39.9 21.6 33.6 28.3 HCM Lane LOS F C F C C E E C D D HCM 95th-tile Q 27.6 1.7 20.4 0.6 0.6 5.9 4.7 1.6 4.3 3.4 6.5-176 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 385 48 43 327 92 32 348 52 109 309 86 Future Volume (vph) 101 385 48 43 327 92 32 348 52 109 309 86 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)29.0 29.0 29.0 29.0 29.0 29.0 31.0 31.0 31.0 31.0 Total Split (%)48.3% 48.3% 48.3% 48.3% 48.3% 48.3% 51.7% 51.7% 51.7% 51.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.5-177 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\104 - EAPC (2021) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 101 385 48 43 327 92 32 348 52 109 309 86 Future Volume (veh/h) 101 385 48 43 327 92 32 348 52 109 309 86 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 119 453 56 51 385 108 38 409 61 128 364 101 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 422 744 630 309 1413 630 95 637 91 441 1185 325 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.44 0.44 0.44 0.44 0.44 0.44 Sat Flow, veh/h 904 1821 1543 891 3460 1543 69 1443 206 923 2684 735 Grp Volume(v), veh/h 119 453 56 51 385 108 508 0 0 128 233 232 Grp Sat Flow(s),veh/h/ln 904 1821 1543 891 1730 1543 1718 0 0 923 1730 1689 Q Serve(g_s), s 6.1 11.8 1.3 2.9 4.4 2.7 1.6 0.0 0.0 0.0 5.2 5.3 Cycle Q Clear(g_c), s 10.5 11.8 1.3 14.6 4.4 2.7 13.5 0.0 0.0 10.4 5.2 5.3 Prop In Lane 1.00 1.00 1.00 1.00 0.07 0.12 1.00 0.44 Lane Grp Cap(c), veh/h 422 744 630 309 1413 630 823 0 0 441 764 746 V/C Ratio(X) 0.28 0.61 0.09 0.16 0.27 0.17 0.62 0.00 0.00 0.29 0.30 0.31 Avail Cap(c_a), veh/h 422 744 630 309 1413 630 823 0 0 441 764 746 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.3 14.0 10.9 19.7 11.8 11.3 13.1 0.0 0.0 12.3 10.8 10.8 Incr Delay (d2), s/veh 1.7 3.7 0.3 1.1 0.5 0.6 3.5 0.0 0.0 1.7 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 4.3 0.4 0.6 1.4 0.8 4.7 0.0 0.0 1.1 1.7 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.0 17.7 11.2 20.9 12.3 11.9 16.5 0.0 0.0 13.9 11.8 11.9 LnGrp LOS B B B C BBBAABBB Approach Vol, veh/h 628 544 508 593 Approach Delay, s/veh 17.0 13.0 16.5 12.3 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 29.0 31.0 29.0 31.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 26.5 24.5 26.5 Max Q Clear Time (g_c+I1), s 13.8 12.4 16.6 15.5 Green Ext Time (p_c), s 2.4 2.7 1.7 2.2 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B 6.5-178 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 415 37 16 307 125 30 522 57 130 396 42 Future Volume (vph)60 415 37 16 307 125 30 522 57 130 396 42 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.4 11.5 21.6 12.4 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.7% 19.2% 36.0% 20.7% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.5-179 HCM 6th Signalized Intersection Summary EAPC (2021) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 415 37 16 307 125 30 522 57 130 396 42 Future Volume (veh/h) 60 415 37 16 307 125 30 522 57 130 396 42 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 461 41 18 341 139 33 580 63 144 440 47 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 259 565 479 189 565 656 314 1181 128 198 973 103 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.18 0.38 0.37 0.11 0.31 0.30 Sat Flow, veh/h 915 1821 1543 896 1821 1543 1734 3149 341 1734 3155 336 Grp Volume(v), veh/h 67 461 41 18 341 139 33 318 325 144 240 247 Grp Sat Flow(s),veh/h/ln 915 1821 1543 896 1821 1543 1734 1730 1760 1734 1730 1761 Q Serve(g_s), s 4.0 14.0 1.1 1.1 9.5 3.4 1.0 8.4 8.5 4.8 6.7 6.8 Cycle Q Clear(g_c), s 13.6 14.0 1.1 15.2 9.5 3.4 1.0 8.4 8.5 4.8 6.7 6.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.19 Lane Grp Cap(c), veh/h 259 565 479 189 565 656 314 649 660 198 533 543 V/C Ratio(X) 0.26 0.82 0.09 0.10 0.60 0.21 0.10 0.49 0.49 0.73 0.45 0.45 Avail Cap(c_a), veh/h 310 668 566 239 668 742 314 649 660 243 533 543 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.3 19.1 14.7 26.1 17.6 10.9 20.5 14.3 14.4 25.7 16.7 16.7 Incr Delay (d2), s/veh 0.5 6.7 0.1 0.2 1.1 0.2 0.1 2.6 2.6 8.1 2.7 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 5.8 0.3 0.2 3.4 0.9 0.3 3.0 3.1 2.2 2.6 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.8 25.8 14.7 26.3 18.7 11.1 20.6 17.0 17.0 33.8 19.4 19.5 LnGrp LOS C C B C B B C B B C B B Approach Vol, veh/h 569 498 676 631 Approach Delay, s/veh 24.8 16.8 17.2 22.7 Approach LOS C B B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.9 26.5 22.6 14.9 22.5 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.9 17.1 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 6.8 10.5 16.0 3.0 8.8 17.2 Green Ext Time (p_c), s 0.0 1.9 1.5 0.0 1.7 1.0 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C 6.5-180 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 115 7 0 70 8 10 149 14 5 136 15 Future Volume (vph)30 115 7 0 70 8 10 149 14 5 136 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-181 HCM 6th AWSC EAPC (2021) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 115 7 0 70 8 10 149 14 5 136 15 Future Vol, veh/h 30 115 7 0 70 8 10 149 14 5 136 15 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 38 146 9 0 89 10 13 189 18 6 172 19 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.1 9.1 10 9.8 HCM LOS B A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %6% 20% 0% 3% Vol Thru, %86% 76% 90% 87% Vol Right, % 8% 5% 10% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 173 152 78 156 LT Vol 10 30 0 5 Through Vol 149 115 70 136 RT Vol 14 7 8 15 Lane Flow Rate 219 192 99 197 Geometry Grp 1111 Degree of Util (X) 0.297 0.272 0.141 0.269 Departure Headway (Hd)4.884 5.082 5.147 4.897 Convergence, Y/N Yes Yes Yes Yes Cap 729 700 688 727 Service Time 2.962 3.164 3.241 2.977 HCM Lane V/C Ratio 0.3 0.274 0.144 0.271 HCM Control Delay 10 10.1 9.1 9.8 HCM Lane LOS ABAA HCM 95th-tile Q 1.2 1.1 0.5 1.1 6.5-182 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0 0 0 11 6 0 Future Volume (vph)0 0 0 11 6 0 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-183 HCM 6th TWSC EAPC (2021) PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 11 6 0 Future Vol, veh/h 0 0 0 11 6 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 12 7 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 12 0 - 0 6 6 Stage 1 - - - - 6 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1607 - - - 1015 1077 Stage 1 - - - - 1017 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1607 - - - 1015 1077 Mov Cap-2 Maneuver - - - - 1015 - Stage 1 - - - - 1017 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1607 - - - 1015 HCM Lane V/C Ratio ----0.006 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 6.5-184 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)28 3 14 242 389 30 Future Volume (vph)28 3 14 242 389 30 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 149 Travel Time (s)13.6 12.0 2.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-185 HCM 6th TWSC EAPC (2021) PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 28 3 14 242 389 30 Future Vol, veh/h 28 3 14 242 389 30 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 30 3 15 263 423 33 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 602 228 456 0 - 0 Stage 1 440 ----- Stage 2 162 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 431 775 1101 - - - Stage 1 616 ----- Stage 2 850 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 425 775 1101 - - - Mov Cap-2 Maneuver 503 ----- Stage 1 607 ----- Stage 2 850 ----- Approach EB NB SB HCM Control Delay, s 12.3 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1101 - 503 775 - - HCM Lane V/C Ratio 0.014 - 0.061 0.004 - - HCM Control Delay (s) 8.3 - 12.6 9.7 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0.2 0 - - 6.5-186 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 249 4 13 214 12 6 Future Volume (vph) 249 4 13 214 12 6 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-187 HCM 6th TWSC EAPC (2021) PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 249 4 13 214 12 6 Future Vol, veh/h 249 4 13 214 12 6 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 271 4 14 233 13 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 275 0 418 273 Stage 1 - - - - 273 - Stage 2 - - - - 145 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1287 - 577 765 Stage 1 - - - - 772 - Stage 2 - - - - 868 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1287 - 571 765 Mov Cap-2 Maneuver - - - - 626 - Stage 1 - - - - 764 - Stage 2 - - - - 868 - Approach EB WB NB HCM Control Delay, s 0 0.4 10.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)666 - - 1287 - HCM Lane V/C Ratio 0.029 - - 0.011 - HCM Control Delay (s) 10.6 - - 7.8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.1 - - 0 - 6.5-188 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 248 7 0 227 0 7 Future Volume (vph) 248 7 0 227 0 7 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-189 HCM 6th TWSC EAPC (2021) PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 248 7 0 227 0 7 Future Vol, veh/h 248 7 0 227 0 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 270 8 0 247 0 8 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 274 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 764 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----764 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 9.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)764 - - - HCM Lane V/C Ratio 0.01 - - - HCM Control Delay (s) 9.8 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - 6.5-190 Lanes, Volumes, Timings EAPC (2021) PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 9 0 270 410 9 Future Volume (vph)0 9 0 270 410 9 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 245 288 Travel Time (s)5.7 3.3 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.5-191 HCM 6th TWSC EAPC (2021) PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\04 - EAPC (2021) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 9 0 270 410 9 Future Vol, veh/h 0 9 0 270 410 9 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 10 0 293 446 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 228 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 775 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 775 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 9.7 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 775 - - HCM Lane V/C Ratio - 0.013 - - HCM Control Delay (s) - 9.7 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - 0 - - 6.5-192 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 6.6:    EAC (2021) WITHOUT AND WITH PROJECT PHASE 1 CONDITIONS  TRAFFIC SIGNAL WARRANTS ANALYSIS WORKSHEETS    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITHOUT PROJECT CONDITIONS   6.6-1 This Page Intentionally Left Blank 6.6-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) AM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =596 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 58 High Volume Approach (VPH) =182 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane596182 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\01R_AM.xls\Fig 4C-4 (Rural Peak) 6.6-3 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =802 Number of Approach Lanes Major Street =3 Minor Street Name =Avenue 58 High Volume Approach (VPH) =244 Number of Approach Lanes Minor Street =1 Intersection ID: #1 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane802244 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\01R_PM.xls\Fig 4C-4 (Rural Peak) 6.6-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =190 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =179 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\10R_AM.xls\Fig 4C-4 (Rural Peak) 6.6-5 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =267 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =127 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\10R_PM.xls\Fig 4C-4 (Rural Peak) 6.6-6 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =455 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 60 High Volume Approach (VPH) =209 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane455209 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\11R_PM.xls\Fig 4C-4 (Rural Peak) 6.6-7 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =654 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 58 High Volume Approach (VPH) =200 Number of Approach Lanes Minor Street =1 Intersection ID: #12 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane654200 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\12R_PM.xls\Fig 4C-4 (Rural Peak) 6.6-8 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =432 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =101 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane432101 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\13R_AM.xls\Fig 4C-4 (Rural Peak) 6.6-9 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =608 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =150 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane608150 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\13R_PM.xls\Fig 4C-4 (Rural Peak) 6.6-10 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) AM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =233 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =70 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\17R_AM.xls\Fig 4C-4 (Rural Peak) 6.6-11 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 1 (2021) PM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =327 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =146 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane327146 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!04a - EAC (2021)\17R_PM.xls\Fig 4C-4 (Rural Peak) 6.6-12 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITH PROJECT CONDITIONS  6.6-13 This Page Intentionally Left Blank 6.6-14 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 1 (2021) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =211 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =184 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\04 - EAPC (2021)\10R_AM.xls\Fig 4C-4 (Rural Peak) 6.6-15 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 1 (2021) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =279 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =141 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\04 - EAPC (2021)\10R_PM.xls\Fig 4C-4 (Rural Peak) 6.6-16 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 1 (2021) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =363 Number of Approach Lanes Major Street =1 Minor Street Name =Monroe St.High Volume Approach (VPH) =161 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane363161 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\04 - EAPC (2021)\11R_AM.xls\Fig 4C-4 (Rural Peak) 6.6-17 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 1 (2021) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =459 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 60 High Volume Approach (VPH) =218 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane459218 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\04 - EAPC (2021)\11R_PM.xls\Fig 4C-4 (Rural Peak) 6.6-18 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 1 (2021) AM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =234 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =78 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\04 - EAPC (2021)\17R_AM.xls\Fig 4C-4 (Rural Peak) 6.6-19 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 1 (2021) PM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =329 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =152 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane329152 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\04 - EAPC (2021)\17R_PM.xls\Fig 4C-4 (Rural Peak) 6.6-20 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Madison St.Critical Approach Speed (Major) 50 mph Minor Street:Main Access Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =7,072 vpd Minor Street Future ADT =511 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +7,072 1 511 9,600 6,720 *2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +7,072 1 511 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 30% 60% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT EAPC (2021) JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EAPC Ph1_19 6.6-21 This Page Intentionally Left Blank 6.6-22 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 6.7:    EAC (2023) WITHOUT AND WITH PROJECT PHASE 2 CONDITIONS  INTERSECTION OPERATIONS ANALYSIS WORKSHEETS    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITHOUT PROJECT CONDITIONS   6.7-1 This Page Intentionally Left Blank 6.7-2 Lanes, Volumes, Timings EAC (2023) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 113 65 7 10 62 65 18 252 6 84 225 69 Future Volume (vph) 113 65 7 10 62 65 18 252 6 84 225 69 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-3 HCM 6th AWSC EAC (2023) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 113 65 7 10 62 65 18 252 6 84 225 69 Future Vol, veh/h 113 65 7 10 62 65 18 252 6 84 225 69 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 120 69 7 11 66 69 19 268 6 89 239 73 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 11.8 10.6 11.8 11.3 HCM LOS BBBB Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 93% 0% 100% 0% 0% 100% 24% 0% 100% Vol Right, %0% 0% 7% 0% 0% 100% 0% 0% 76% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 18 168 90 113 65 7 10 41 86 84 150 LT Vol 18 0 0 113 0 0 10 0 0 84 0 Through Vol 0 168 84 0 65 0 0 41 21 0 150 RT Vol 006007006500 Lane Flow Rate 19 179 96 120 69 7 11 44 91 89 160 Geometry Grp 88888888888 Degree of Util (X) 0.038 0.328 0.174 0.248 0.133 0.013 0.022 0.086 0.165 0.172 0.284 Departure Headway (Hd)7.102 6.602 6.555 7.412 6.912 6.212 7.567 7.067 6.536 6.911 6.411 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 502 543 545 483 517 573 471 504 546 517 559 Service Time 4.869 4.369 4.322 5.183 4.683 3.983 5.346 4.846 4.315 4.674 4.174 HCM Lane V/C Ratio 0.038 0.33 0.176 0.248 0.133 0.012 0.023 0.087 0.167 0.172 0.286 HCM Control Delay 10.2 12.6 10.7 12.6 10.8 9.1 10.5 10.5 10.6 11.1 11.7 HCM Lane LOS BBBBBABBBBB HCM 95th-tile Q 0.1 1.4 0.6 1 0.5 0 0.1 0.3 0.6 0.6 1.2 6.7-4 Lanes, Volumes, Timings EAC (2023) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)37 73 1 391 34 102 362 Future Volume (vph)37 73 1 391 34 102 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 3 2 Detector Phase 3352216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)15.0 15.0 13.0 27.0 27.0 18.0 32.0 Total Split (%)25.0% 25.0% 21.7% 45.0% 45.0% 30.0% 53.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.7-5 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 37 73 1 391 34 102 362 Future Volume (veh/h) 37 73 1 391 34 102 362 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 43 84 449 39 117 416 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 192 171 2009 896 188 2615 Arrive On Green 0.11 0.11 0.61 0.61 0.11 0.79 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 43 84 449 39 117 416 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.4 3.1 3.5 0.6 3.9 1.7 Cycle Q Clear(g_c), s 1.4 3.1 3.5 0.6 3.9 1.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 192 171 2009 896 188 2615 V/C Ratio(X) 0.22 0.49 0.22 0.04 0.62 0.16 Avail Cap(c_a), veh/h 318 283 2009 896 405 2615 HCM Platoon Ratio 1.00 1.00 1.05 1.05 1.05 1.05 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.3 25.1 5.6 5.0 25.4 1.7 Incr Delay (d2), s/veh 0.6 2.2 0.3 0.1 3.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.1 0.8 0.1 1.6 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.9 27.2 5.9 5.1 28.8 1.8 LnGrp LOS C C A A C A Approach Vol, veh/h 127 488 533 Approach Delay, s/veh 26.4 5.8 7.7 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.5 38.8 49.3 10.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 22.5 27.5 10.5 Max Q Clear Time (g_c+I1), s 5.9 5.5 3.7 5.1 Green Ext Time (p_c), s 0.1 2.5 2.4 0.1 Intersection Summary HCM 6th Ctrl Delay 9.0 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. 6.7-6 Lanes, Volumes, Timings EAC (2023) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)14 197 310 35 185 60 250 274 26 63 211 16 Future Volume (vph)14 197 310 35 185 60 250 274 26 63 211 16 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-7 HCM 6th AWSC EAC (2023) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh33.9 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 197 310 35 185 60 250 274 26 63 211 16 Future Vol, veh/h 14 197 310 35 185 60 250 274 26 63 211 16 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 16 221 348 39 208 67 281 308 29 71 237 18 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 58.8 17.8 26.8 17.9 HCM LOS F C D C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 78% 0% 100% 17% 0% 100% 51% 0% 100% 81% Vol Right, %0% 0% 22% 0% 0% 83% 0% 0% 49% 0% 0% 19% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 250 183 117 14 131 376 35 123 122 63 141 86 LT Vol 250 0 0 14 0 0 35 0 0 63 0 0 Through Vol 0 183 91 0 131 66 0 123 62 0 141 70 RT Vol 0 0 26 0 0 310 0 0 60 0 0 16 Lane Flow Rate 281 205 132 16 148 422 39 139 137 71 158 97 Geometry Grp 888888888888 Degree of Util (X) 0.747 0.517 0.326 0.042 0.375 1.005 0.115 0.385 0.367 0.203 0.432 0.262 Departure Headway (Hd) 9.568 9.068 8.913 9.653 9.153 8.57510.49110.004 9.66810.349 9.849 9.719 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 376 396 402 370 393 422 345 363 376 346 365 369 Service Time 7.345 6.845 6.69 7.431 6.931 6.353 8.159 7.659 7.314 8.139 7.639 7.509 HCM Lane V/C Ratio 0.747 0.518 0.328 0.043 0.377 1 0.113 0.383 0.364 0.205 0.433 0.263 HCM Control Delay 35.9 21.2 16 12.9 17.4 75 14.5 18.8 17.8 15.8 20 16 HCM Lane LOS E C C B C F B C C C C C HCM 95th-tile Q 5.9 2.9 1.4 0.1 1.7 12.7 0.4 1.8 1.6 0.7 2.1 1 6.7-8 Lanes, Volumes, Timings EAC (2023) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)14 197 310 35 185 60 250 274 26 63 211 16 Future Volume (vph)14 197 310 35 185 60 250 274 26 63 211 16 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 8 Detector Phase 5 2 16638874 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 Total Split (s)14.0 43.0 15.0 44.0 44.0 28.0 42.0 42.0 20.0 34.0 Total Split (%)11.7% 35.8% 12.5% 36.7% 36.7% 23.3% 35.0% 35.0% 16.7% 28.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 54 (45%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.7-9 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 197 310 35 185 60 250 274 26 63 211 16 Future Volume (veh/h) 14 197 310 35 185 60 250 274 26 63 211 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 16 221 348 39 208 67 281 308 29 71 237 18 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 42 765 682 74 1593 711 350 1081 482 92 852 64 Arrive On Green 0.02 0.44 0.44 0.04 0.46 0.46 0.10 0.31 0.31 0.05 0.26 0.26 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3261 246 Grp Volume(v), veh/h 16 221 348 39 208 67 281 308 29 71 125 130 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1777 Q Serve(g_s), s 1.1 9.8 19.5 2.6 4.1 2.9 9.8 8.1 1.6 4.9 6.9 7.0 Cycle Q Clear(g_c), s 1.1 9.8 19.5 2.6 4.1 2.9 9.8 8.1 1.6 4.9 6.9 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 42 765 682 74 1593 711 350 1081 482 92 452 464 V/C Ratio(X) 0.38 0.29 0.51 0.53 0.13 0.09 0.80 0.28 0.06 0.77 0.28 0.28 Avail Cap(c_a), veh/h 137 765 682 152 1593 711 659 1081 482 224 452 464 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 21.4 24.1 56.3 18.6 18.3 52.5 31.1 28.9 56.1 35.3 35.3 Incr Delay (d2), s/veh 4.7 0.8 2.3 5.8 0.2 0.3 4.3 0.7 0.2 12.9 1.5 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.9 7.0 1.2 1.6 1.0 4.2 3.3 0.6 2.4 3.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.4 22.2 26.4 62.1 18.7 18.5 56.8 31.8 29.1 69.0 36.8 36.8 LnGrp LOS E C C EBBECCEDD Approach Vol, veh/h 585 314 618 326 Approach Delay, s/veh 25.8 24.1 43.1 43.8 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.6 57.6 17.0 35.9 7.4 59.8 10.8 42.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 38.5 23.5 29.5 9.5 39.5 15.5 37.5 Max Q Clear Time (g_c+I1), s 4.6 21.5 11.8 9.0 3.1 6.1 6.9 10.1 Green Ext Time (p_c), s 0.0 2.9 0.7 1.1 0.0 1.3 0.1 1.8 Intersection Summary HCM 6th Ctrl Delay 34.5 HCM 6th LOS C 6.7-10 Lanes, Volumes, Timings EAC (2023) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)69 420 53 23 380 63 122 233 14 51 204 56 Future Volume (vph)69 420 53 23 380 63 122 233 14 51 204 56 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 49.0 49.0 15.0 41.0 41.0 20.0 41.0 41.0 15.0 36.0 36.0 Total Split (%)19.2% 40.8% 40.8% 12.5% 34.2% 34.2% 16.7% 34.2% 34.2% 12.5% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.7-11 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 420 53 23 380 63 122 233 14 51 204 56 Future Volume (veh/h) 69 420 53 23 380 63 122 233 14 51 204 56 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 79 483 61 26 437 72 140 268 16 59 234 64 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 101 1598 713 59 1514 675 198 1052 469 169 1022 456 Arrive On Green 0.06 0.46 0.46 0.03 0.44 0.44 0.06 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 79 483 61 26 437 72 140 268 16 59 234 64 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.4 10.5 2.7 1.8 9.8 3.3 4.9 7.0 0.9 2.0 6.1 3.7 Cycle Q Clear(g_c), s 5.4 10.5 2.7 1.8 9.8 3.3 4.9 7.0 0.9 2.0 6.1 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 101 1598 713 59 1514 675 198 1052 469 169 1022 456 V/C Ratio(X) 0.79 0.30 0.09 0.44 0.29 0.11 0.71 0.25 0.03 0.35 0.23 0.14 Avail Cap(c_a), veh/h 267 1598 713 152 1514 675 435 1052 469 294 1022 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.8 20.2 18.1 56.9 21.7 19.9 55.4 31.5 29.4 55.1 31.9 31.1 Incr Delay (d2), s/veh 12.5 0.5 0.2 5.2 0.5 0.3 4.6 0.6 0.1 1.2 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 4.1 0.9 0.8 3.8 1.2 2.1 2.9 0.3 0.9 2.5 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.3 20.7 18.3 62.0 22.2 20.2 60.0 32.1 29.5 56.3 32.5 31.7 LnGrp LOS E C B E C C E C C E C C Approach Vol, veh/h 623 535 424 357 Approach Delay, s/veh 26.5 23.9 41.2 36.3 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.5 41.0 8.6 59.9 11.6 40.0 11.5 57.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 36.5 10.5 44.5 15.5 31.5 18.5 36.5 Max Q Clear Time (g_c+I1), s 4.0 9.0 3.8 12.5 6.9 8.1 7.4 11.8 Green Ext Time (p_c), s 0.1 1.5 0.0 3.3 0.2 1.4 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 30.8 HCM 6th LOS C 6.7-12 Lanes, Volumes, Timings EAC (2023) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)69 335 61 32 333 25 98 241 48 39 237 99 Future Volume (vph)69 335 61 32 333 25 98 241 48 39 237 99 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 47.0 47.0 17.0 42.0 42.0 18.0 41.0 41.0 15.0 38.0 38.0 Total Split (%)18.3% 39.2% 39.2% 14.2% 35.0% 35.0% 15.0% 34.2% 34.2% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.7-13 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 335 61 32 333 25 98 241 48 39 237 99 Future Volume (veh/h) 69 335 61 32 333 25 98 241 48 39 237 99 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 70 342 62 33 340 26 100 246 49 40 242 101 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 91 1605 716 67 1558 695 189 1052 469 145 1006 449 Arrive On Green 0.05 0.46 0.46 0.04 0.45 0.45 0.06 0.30 0.30 0.04 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 70 342 62 33 340 26 100 246 49 40 242 101 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 4.8 7.1 2.7 2.2 7.2 1.1 3.5 6.4 2.7 1.4 6.4 6.0 Cycle Q Clear(g_c), s 4.8 7.1 2.7 2.2 7.2 1.1 3.5 6.4 2.7 1.4 6.4 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 91 1605 716 67 1558 695 189 1052 469 145 1006 449 V/C Ratio(X) 0.77 0.21 0.09 0.49 0.22 0.04 0.53 0.23 0.10 0.28 0.24 0.22 Avail Cap(c_a), veh/h 253 1605 716 181 1558 695 379 1052 469 294 1006 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 19.1 18.0 56.5 20.1 18.4 55.1 31.3 30.0 55.6 32.4 32.3 Incr Delay (d2), s/veh 12.5 0.3 0.2 5.4 0.3 0.1 2.3 0.5 0.4 1.0 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.8 1.0 1.1 2.8 0.4 1.5 2.6 1.0 0.6 2.7 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.6 19.4 18.2 61.9 20.4 18.5 57.4 31.8 30.5 56.6 33.0 33.4 LnGrp LOS EBBECBECCECC Approach Vol, veh/h 474 399 395 383 Approach Delay, s/veh 26.5 23.7 38.1 35.6 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 60.2 11.3 39.4 10.8 58.5 9.7 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 42.5 13.5 33.5 17.5 37.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 4.2 9.1 5.5 8.4 6.8 9.2 3.4 8.4 Green Ext Time (p_c), s 0.0 2.3 0.1 1.6 0.1 2.0 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 30.7 HCM 6th LOS C 6.7-14 Lanes, Volumes, Timings EAC (2023) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 378 5 250 30 467 192 27 Future Volume (vph)8 10 13 43 7 378 5 250 30 467 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-15 HCM 6th AWSC EAC (2023) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 54 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 43 7 378 5 250 30 467 192 27 Future Vol, veh/h 8 10 13 43 7 378 5 250 30 467 192 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 48 8 420 6 278 33 519 213 30 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 12.7 35.7 15.7 83.2 HCM LOS B E C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %4% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %96% 81% 0% 100% 20% 0% 100% 0% 0% 100% 70% Vol Right, %0% 19% 0% 0% 80% 0% 0% 100% 0% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 130 155 8 7 16 43 7 378 467 128 91 LT Vol 50800430046700 Through Vol 125 125 073070012864 RT Vol 0 30 0 0 13 0 0 378 0 0 27 Lane Flow Rate 144 172 9 7 18 48 8 420 519 142 101 Geometry Grp 88888888888 Degree of Util (X) 0.333 0.39 0.025 0.019 0.045 0.113 0.017 0.84 1.148 0.295 0.204 Departure Headway (Hd) 8.298 8.14610.381 9.864 9.287 8.811 8.302 7.589 7.964 7.461 7.252 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 430 439 347 365 388 409 434 479 457 484 496 Service Time 6.096 5.942 8.081 7.564 6.987 6.511 6.002 5.289 5.68 5.178 4.969 HCM Lane V/C Ratio 0.335 0.392 0.026 0.019 0.046 0.117 0.018 0.877 1.136 0.293 0.204 HCM Control Delay 15.2 16.1 13.3 12.8 12.4 12.6 11.1 38.8 116.3 13.3 11.8 HCM Lane LOS C C BBBBBEFBB HCM 95th-tile Q 1.4 1.8 0.1 0.1 0.1 0.4 0.1 8.4 18.7 1.2 0.8 6.7-16 Lanes, Volumes, Timings EAC (2023) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 378 5 250 30 467 192 27 Future Volume (vph)8 10 13 43 7 378 5 250 30 467 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 4 8 2 2 6 6 Permitted Phases 4 8 8 6 Detector Phase 4 4 88822 666 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)45.0 45.0 45.0 45.0 45.0 37.0 37.0 38.0 38.0 38.0 Total Split (%)37.5% 37.5% 37.5% 37.5% 37.5% 30.8% 30.8% 31.7% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.7-17 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 43 7 378 5 250 30 467 192 27 Future Volume (veh/h) 8 10 13 43 7 378 5 250 30 467 192 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 48 8 420 6 278 33 519 213 30 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 335 502 448 453 528 448 21 992 123 939 966 431 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.32 0.32 0.32 0.28 0.28 0.28 Sat Flow, veh/h 960 1730 1543 1386 1821 1543 65 3117 387 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 48 8 420 168 0 149 519 213 30 Grp Sat Flow(s),veh/h/ln 960 1730 1543 1386 1821 1543 1818 0 1752 1682 1730 1543 Q Serve(g_s), s 0.8 0.5 0.8 3.1 0.4 31.9 8.3 0.0 7.6 15.8 5.7 1.7 Cycle Q Clear(g_c), s 1.2 0.5 0.8 3.9 0.4 31.9 8.3 0.0 7.6 15.8 5.7 1.7 Prop In Lane 1.00 1.00 1.00 1.00 0.04 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 335 502 448 453 528 448 579 0 557 939 966 431 V/C Ratio(X) 0.03 0.02 0.03 0.11 0.02 0.94 0.29 0.00 0.27 0.55 0.22 0.07 Avail Cap(c_a), veh/h 381 584 521 519 615 521 579 0 557 939 966 431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.90 0.90 0.90 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.8 30.4 30.5 31.9 30.4 41.5 30.7 0.0 30.5 36.9 33.2 31.8 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 21.6 1.3 0.0 1.2 2.3 0.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.3 1.0 0.2 14.0 3.7 0.0 3.2 6.4 2.3 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.8 30.5 30.5 32.0 30.4 63.1 32.0 0.0 31.7 39.2 33.7 32.1 LnGrp LOS CCCCCECACDCC Approach Vol, veh/h 34 476 317 762 Approach Delay, s/veh 30.6 59.4 31.8 37.4 Approach LOS C E C D Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 42.7 39.3 38.0 39.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 40.5 33.5 40.5 Max Q Clear Time (g_c+I1), s 10.3 3.2 17.8 33.9 Green Ext Time (p_c), s 1.5 0.1 2.8 1.0 Intersection Summary HCM 6th Ctrl Delay 42.7 HCM 6th LOS D 6.7-18 Lanes, Volumes, Timings EAC (2023) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 123 372 277 12 366 303 239 489 32 183 474 83 Future Volume (vph) 123 372 277 12 366 303 239 489 32 183 474 83 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.7-19 HCM 6th Roundabout EAC (2023) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 59.8 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 830 733 817 796 Demand Flow Rate, veh/h 847 748 834 812 Vehicles Circulating, veh/h 734 934 744 677 Vehicles Exiting, veh/h 664 609 533 672 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 20.2 17.2 135.5 62.7 Approach LOS C C F F Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 304 4.976 333 4.976 35 4.976 91 Entry Flow, veh/h 543 1887 415 1887 799 1887 721 1887 Cap Entry Lane, veh/h 653 0.980 532 0.980 646 0.980 692 0.980 Entry HV Adj Factor 0.980 298 0.981 326 0.981 34 0.980 89 Flow Entry, veh/h 532 1850 407 1850 783 1850 707 1850 Cap Entry, veh/h 639 0.161 522 0.176 634 0.018 678 0.048 V/C Ratio 0.832 0.0 0.780 0.0 1.237 0.0 1.042 0.0 Control Delay, s/veh 31.4 A 31.0 A 141.4 A 70.6 A LOS D1D1F0F0 95th %tile Queue, veh 9 7 29 18 6.7-20 Lanes, Volumes, Timings EAC (2023) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 12411613874134075751 Future Volume (vph)37 12411613874134075751 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 52.0 20.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 43.3% 16.7% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 110 (92%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.7-21 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 12411613874134075751 Future Volume (veh/h) 37 12411613874134075751 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 40 12411714940144381455 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 62 1 199 55 8 199 65 3193 48 132 3195 215 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.04 0.63 0.63 0.05 0.45 0.45 Sat Flow, veh/h 24 6 1543 11 62 1543 1734 5047 75 1734 4758 320 Grp Volume(v), veh/h 41 0250171461733743566303 Grp Sat Flow(s),veh/h/ln 30 0 1543 73 0 1543 1734 1657 1808 1734 1657 1763 Q Serve(g_s), s 0.3 0.0 0.1 0.1 0.0 1.2 0.9 10.1 10.1 2.9 12.7 12.8 Cycle Q Clear(g_c), s 15.4 0.0 0.1 15.3 0.0 1.2 0.9 10.1 10.1 2.9 12.7 12.8 Prop In Lane 0.98 1.00 0.80 1.00 1.00 0.04 1.00 0.18 Lane Grp Cap(c), veh/h 63 0 199 63 0 199 65 2097 1144 132 2226 1184 V/C Ratio(X) 0.65 0.00 0.01 0.08 0.00 0.09 0.22 0.29 0.29 0.33 0.25 0.26 Avail Cap(c_a), veh/h 374 0 540 391 0 540 173 2097 1144 202 2226 1184 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.76 0.76 0.76 Uniform Delay (d), s/veh 59.7 0.0 45.6 46.6 0.0 46.1 56.1 9.9 10.0 54.0 14.3 14.4 Incr Delay (d2), s/veh 21.5 0.0 0.0 1.1 0.0 0.4 3.5 0.4 0.7 2.3 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.1 0.2 0.0 0.5 0.5 3.2 3.6 1.3 4.7 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.2 0.0 45.7 47.7 0.0 46.5 59.6 10.3 10.6 56.3 14.6 14.8 LnGrp LOS F A D D A D EBBEBB Approach Vol, veh/h 43 22 968 912 Approach Delay, s/veh 79.5 46.7 11.1 16.6 Approach LOS E D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.1 83.3 21.6 10.5 88.0 21.6 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 44.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.9 12.1 17.4 2.9 14.8 17.3 Green Ext Time (p_c), s 0.1 12.2 0.3 0.0 10.9 0.1 Intersection Summary HCM 6th Ctrl Delay 15.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 6.7-22 Lanes, Volumes, Timings EAC (2023) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 290 74 68 319 209 121 743 63 131 696 362 Future Volume (vph) 256 290 74 68 319 209 121 743 63 131 696 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.7-23 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 290 74 68 319 209 121 743 63 131 696 362 Future Volume (veh/h) 256 290 74 68 319 209 121 743 63 131 696 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 296 76 69 326 213 123 758 64 134 710 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1113 496 156 491 417 171 1316 408 333 1318 409 Arrive On Green 0.14 0.32 0.32 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 296 76 69 326 213 123 758 64 134 710 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 7.6 4.2 4.5 19.1 14.0 8.4 17.6 4.6 4.5 14.7 27.7 Cycle Q Clear(g_c), s 17.0 7.6 4.2 4.5 19.1 14.0 8.4 17.6 4.6 4.5 14.7 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1113 496 156 491 417 171 1316 408 333 1318 409 V/C Ratio(X) 1.06 0.27 0.15 0.44 0.66 0.51 0.72 0.58 0.16 0.40 0.54 0.90 Avail Cap(c_a), veh/h 246 1113 496 173 491 417 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 30.2 29.0 51.7 39.0 37.1 56.4 48.3 42.4 50.7 37.8 42.6 Incr Delay (d2), s/veh 74.8 0.6 0.7 0.7 6.9 4.4 11.3 0.7 0.2 0.3 0.5 22.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 3.1 1.6 2.0 9.2 5.6 4.3 7.8 1.8 1.8 5.7 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 126.3 30.8 29.7 52.5 45.9 41.5 67.7 49.0 42.6 51.0 38.3 64.7 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 633 608 945 1213 Approach Delay, s/veh 70.0 45.1 51.0 47.7 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.9 39.3 16.8 46.1 17.8 39.3 23.0 39.9 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 6.5 19.6 6.5 9.6 10.4 29.7 19.0 21.1 Green Ext Time (p_c), s 0.1 5.3 0.0 3.8 0.0 2.1 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 52.3 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.7-24 Lanes, Volumes, Timings EAC (2023) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)32 5 6 158 133 60 Future Volume (vph)32 5 6 158 133 60 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-25 HCM 6th AWSC EAC (2023) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 32 5 6 158 133 60 Future Vol, veh/h 32 5 6 158 133 60 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 39 6 7 190 160 72 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.7 8.6 9.4 HCM LOS A A A Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %86% 0% 0% 100% 0% Vol Thru, %14% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 37 6 158 133 60 LT Vol 32 0 0 133 0 Through Vol 56000 RT Vol 0 0 158 0 60 Lane Flow Rate 45 7 190 160 72 Geometry Grp 47777 Degree of Util (X) 0.066 0.01 0.238 0.249 0.088 Departure Headway (Hd)5.336 5.197 4.494 5.6 4.396 Convergence, Y/N Yes Yes Yes Yes Yes Cap 671 690 800 643 815 Service Time 3.367 2.918 2.214 3.33 2.126 HCM Lane V/C Ratio 0.067 0.01 0.237 0.249 0.088 HCM Control Delay 8.7 8 8.6 10.2 7.6 HCM Lane LOS AAABA HCM 95th-tile Q 0.2 0 0.9 1 0.3 6.7-26 Lanes, Volumes, Timings EAC (2023) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)20 46 98 7 55 159 105 197 10 75 116 35 Future Volume (vph)20 46 98 7 55 159 105 197 10 75 116 35 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-27 HCM 6th AWSC EAC (2023) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 13 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 46 98 7 55 159 105 197 10 75 116 35 Future Vol, veh/h 20 46 98 7 55 159 105 197 10 75 116 35 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 22 51 108 8 60 175 115 216 11 82 127 38 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 11.2 14.6 13.9 11.7 HCM LOS BBBB Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 30% 0% 3% 100% 0% 0% Vol Thru, %0% 95% 70% 0% 25% 0% 100% 0% Vol Right, %0% 5% 0% 100% 72% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 105 207 66 98 221 75 116 35 LT Vol 105 0 20 0 7 75 0 0 Through Vol 0 197 46 0 55 0 116 0 RT Vol 0 10 0 98 159 0 0 35 Lane Flow Rate 115 227 73 108 243 82 127 38 Geometry Grp 88888888 Degree of Util (X) 0.236 0.43 0.15 0.197 0.446 0.174 0.251 0.068 Departure Headway (Hd)7.356 6.811 7.465 6.599 6.608 7.593 7.082 6.368 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 489 530 481 544 546 473 507 563 Service Time 5.091 4.546 5.206 4.34 4.344 5.33 4.82 4.105 HCM Lane V/C Ratio 0.235 0.428 0.152 0.199 0.445 0.173 0.25 0.067 HCM Control Delay 12.4 14.6 11.5 11 14.6 11.9 12.2 9.6 HCM Lane LOS BBBBBBBA HCM 95th-tile Q 0.9 2.1 0.5 0.7 2.3 0.6 1 0.2 6.7-28 Lanes, Volumes, Timings EAC (2023) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)34 61 54 16 49 34 42 318 27 23 197 35 Future Volume (vph)34 61 54 16 49 34 42 318 27 23 197 35 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-29 HCM 6th AWSC EAC (2023) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 15.7 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 61 54 16 49 34 42 318 27 23 197 35 Future Vol, veh/h 34 61 54 16 49 34 42 318 27 23 197 35 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 40 73 64 19 58 40 50 379 32 27 235 42 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 11.8 10.9 20.1 13 HCM LOS B B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %11% 23% 16% 10% 0% Vol Thru, %82% 41% 49% 90% 0% Vol Right, % 7% 36% 34% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 387 149 99 220 35 LT Vol 42 34 16 23 0 Through Vol 318 61 49 197 0 RT Vol 27 54 34 0 35 Lane Flow Rate 461 177 118 262 42 Geometry Grp 52277 Degree of Util (X) 0.696 0.3 0.204 0.445 0.062 Departure Headway (Hd)5.44 6.083 6.234 6.114 5.35 Convergence, Y/N Yes Yes Yes Yes Yes Cap 663 587 572 587 665 Service Time 3.497 4.162 4.321 3.879 3.114 HCM Lane V/C Ratio 0.695 0.302 0.206 0.446 0.063 HCM Control Delay 20.1 11.8 10.9 13.7 8.5 HCM Lane LOS C BBBA HCM 95th-tile Q 5.6 1.3 0.8 2.3 0.2 6.7-30 Lanes, Volumes, Timings EAC (2023) AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)34 61 54 16 49 34 42 318 27 23 197 35 Future Volume (vph)34 61 54 16 49 34 42 318 27 23 197 35 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 37.0 37.0 30.5 30.5 30.5 Total Split (s)43.0 43.0 43.0 43.0 77.0 77.0 77.0 77.0 77.0 Total Split (%)35.8% 35.8% 35.8% 35.8% 64.2% 64.2% 64.2% 64.2% 64.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.7-31 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 61 54 16 49 34 42 318 27 23 197 35 Future Volume (veh/h) 34 61 54 16 49 34 42 318 27 23 197 35 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 40 73 64 19 58 40 50 379 32 27 235 42 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %222222222222 Cap, veh/h 73 98 76 55 119 72 154 1143 94 146 1243 1232 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.80 0.80 0.80 0.80 0.80 0.80 Sat Flow, veh/h 287 770 599 162 937 571 151 1432 118 141 1558 1543 Grp Volume(v), veh/h 177 0 0 117 0 0 461 0 0 262 0 42 Grp Sat Flow(s),veh/h/ln 1655 0 0 1669 0 0 1701 0 0 1699 0 1543 Q Serve(g_s), s 4.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 Cycle Q Clear(g_c), s 12.4 0.0 0.0 7.7 0.0 0.0 8.4 0.0 0.0 4.1 0.0 0.7 Prop In Lane 0.23 0.36 0.16 0.34 0.11 0.07 0.10 1.00 Lane Grp Cap(c), veh/h 247 0 0 247 0 0 1391 0 0 1389 0 1232 V/C Ratio(X) 0.72 0.00 0.00 0.47 0.00 0.00 0.33 0.00 0.00 0.19 0.00 0.03 Avail Cap(c_a), veh/h 552 0 0 558 0 0 1391 0 0 1389 0 1232 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.0 0.0 0.0 49.1 0.0 0.0 3.3 0.0 0.0 2.9 0.0 2.5 Incr Delay (d2), s/veh 3.9 0.0 0.0 1.4 0.0 0.0 0.6 0.0 0.0 0.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 0.0 0.0 3.4 0.0 0.0 2.1 0.0 0.0 1.0 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.9 0.0 0.0 50.5 0.0 0.0 3.9 0.0 0.0 3.2 0.0 2.6 LnGrp LOS D A A D AAAAAAAA Approach Vol, veh/h 177 117 461 304 Approach Delay, s/veh 54.9 50.5 3.9 3.1 Approach LOS D D A A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 100.3 19.7 100.3 19.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.5 38.5 72.5 38.5 Max Q Clear Time (g_c+I1), s 10.4 14.4 6.1 9.7 Green Ext Time (p_c), s 2.9 0.9 1.6 0.7 Intersection Summary HCM 6th Ctrl Delay 17.3 HCM 6th LOS B 6.7-32 Lanes, Volumes, Timings EAC (2023) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 108 12 21 66 25 19 295 35 56 196 9 Future Volume (vph)0 108 12 21 66 25 19 295 35 56 196 9 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-33 HCM 6th AWSC EAC (2023) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh15.6 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 108 12 21 66 25 19 295 35 56 196 9 Future Vol, veh/h 0 108 12 21 66 25 19 295 35 56 196 9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 127 14 25 78 29 22 347 41 66 231 11 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 11.6 12.6 21.1 11.5 HCM LOS B B C B Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 19% 100% 0% 0% Vol Thru, %0% 89% 100% 100% 0% 59% 0% 100% 88% Vol Right, %0% 11% 0% 0% 100% 22% 0% 0% 12% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 330 0 108 12 112 56 131 74 LT Vol 190000215600 Through Vol 0 295 0 108 0 66 0 131 65 RT Vol 0 35 0 0 12 25 0 0 9 Lane Flow Rate 22 388 0 127 14 132 66 154 87 Geometry Grp 887778888 Degree of Util (X) 0.043 0.681 0 0.243 0.024 0.266 0.131 0.285 0.16 Departure Headway (Hd) 6.898 6.315 6.891 6.891 6.181 7.281 7.177 6.669 6.583 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 516 567 0 517 574 497 496 535 540 Service Time 4.68 4.097 4.688 4.688 3.977 4.981 4.969 4.46 4.374 HCM Lane V/C Ratio 0.043 0.684 0 0.246 0.024 0.266 0.133 0.288 0.161 HCM Control Delay 10 21.7 9.7 11.9 9.1 12.6 11.1 12.1 10.6 HCM Lane LOS A C N BABBBB HCM 95th-tile Q 0.1 5.2 0 0.9 0.1 1.1 0.4 1.2 0.6 6.7-34 Lanes, Volumes, Timings EAC (2023) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)34 151 38 28 238 52 69 309 17 51 254 96 Future Volume (vph)34 151 38 28 238 52 69 309 17 51 254 96 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-35 HCM 6th AWSC EAC (2023) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 89.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 151 38 28 238 52 69 309 17 51 254 96 Future Vol, veh/h 34 151 38 28 238 52 69 309 17 51 254 96 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 42 186 47 35 294 64 85 381 21 63 314 119 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 25.7 80.2 170.9 53.5 HCM LOS D F F F Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %17% 100% 0% 9% 17% 0% Vol Thru, %78% 0% 80% 75% 83% 0% Vol Right, % 4% 0% 20% 16% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 395 34 189 318 305 96 LT Vol 69 34 0 28 51 0 Through Vol 309 0 151 238 254 0 RT Vol 17 0 38 52 0 96 Lane Flow Rate 488 42 233 393 377 119 Geometry Grp 677677 Degree of Util (X) 1.278 0.118 0.614 1 0.948 0.273 Departure Headway (Hd)9.263 10.75 10.106 10.029 9.599 8.815 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 395 335 359 365 380 410 Service Time 7.263 8.45 7.806 8.029 7.299 6.515 HCM Lane V/C Ratio 1.235 0.125 0.649 1.077 0.992 0.29 HCM Control Delay 170.9 14.9 27.6 80.2 65.7 14.8 HCM Lane LOS F B D F F B HCM 95th-tile Q 22 0.4 3.9 11.6 10.4 1.1 6.7-36 Lanes, Volumes, Timings EAC (2023) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)34 151 38 28 238 52 69 309 17 51 254 96 Future Volume (vph)34 151 38 28 238 52 69 309 17 51 254 96 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)50.0 50.0 50.0 50.0 70.0 70.0 70.0 70.0 70.0 Total Split (%)41.7% 41.7% 41.7% 41.7% 58.3% 58.3% 58.3% 58.3% 58.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.7-37 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 151 38 28 238 52 69 309 17 51 254 96 Future Volume (veh/h) 34 151 38 28 238 52 69 309 17 51 254 96 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 42 186 47 35 294 64 85 381 21 63 314 119 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, %222222222222 Cap, veh/h 166 385 97 57 338 71 187 817 44 185 899 1004 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.65 0.65 0.65 0.65 0.65 0.65 Sat Flow, veh/h 1023 1403 354 89 1234 257 233 1256 67 231 1382 1543 Grp Volume(v), veh/h 42 0 233 393 0 0 487 0 0 377 0 119 Grp Sat Flow(s),veh/h/ln 1023 0 1757 1581 0 0 1556 0 0 1612 0 1543 Q Serve(g_s), s 0.0 0.0 13.3 15.8 0.0 0.0 8.2 0.0 0.0 0.0 0.0 3.5 Cycle Q Clear(g_c), s 13.9 0.0 13.3 29.1 0.0 0.0 19.4 0.0 0.0 11.2 0.0 3.5 Prop In Lane 1.00 0.20 0.09 0.16 0.17 0.04 0.17 1.00 Lane Grp Cap(c), veh/h 166 0 482 466 0 0 1048 0 0 1084 0 1004 V/C Ratio(X) 0.25 0.00 0.48 0.84 0.00 0.00 0.46 0.00 0.00 0.35 0.00 0.12 Avail Cap(c_a), veh/h 274 0 666 643 0 0 1048 0 0 1084 0 1004 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.6 0.0 36.4 42.2 0.0 0.0 10.5 0.0 0.0 9.2 0.0 7.9 Incr Delay (d2), s/veh 0.8 0.0 0.8 7.3 0.0 0.0 1.5 0.0 0.0 0.9 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 5.5 11.6 0.0 0.0 6.1 0.0 0.0 4.0 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.4 0.0 37.2 49.6 0.0 0.0 12.0 0.0 0.0 10.1 0.0 8.2 LnGrp LOS D A D D AABAABAA Approach Vol, veh/h 275 393 487 496 Approach Delay, s/veh 37.2 49.6 12.0 9.6 Approach LOS D D B A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 82.6 37.4 82.6 37.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 65.5 45.5 65.5 45.5 Max Q Clear Time (g_c+I1), s 21.4 15.9 13.2 31.1 Green Ext Time (p_c), s 3.2 1.3 2.7 1.8 Intersection Summary HCM 6th Ctrl Delay 24.4 HCM 6th LOS C 6.7-38 Lanes, Volumes, Timings EAC (2023) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 314 38 27 329 131 43 285 41 103 286 59 Future Volume (vph) 101 314 38 27 329 131 43 285 41 103 286 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-39 HCM 6th AWSC EAC (2023) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh85.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 101 314 38 27 329 131 43 285 41 103 286 59 Future Vol, veh/h 101 314 38 27 329 131 43 285 41 103 286 59 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 122 378 46 33 396 158 52 343 49 124 345 71 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 93.7 48 196.3 25.4 HCM LOS F E F D Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %12% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %77% 0% 100% 0% 0% 100% 46% 0% 100% 62% Vol Right, %11% 0% 0% 100% 0% 0% 54% 0% 0% 38% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 369 101 314 38 27 219 241 103 191 154 LT Vol 43 101 0 0 27 0 0 103 0 0 Through Vol 285 0 314 0 0 219 110 0 191 95 RT Vol 41 0 0 38 0 0 131 0 0 59 Lane Flow Rate 445 122 378 46 33 264 290 124 230 186 Geometry Grp 8888888777 Degree of Util (X) 1.326 0.379 1.127 0.128 0.101 0.783 0.829 0.354 0.623 0.49 Departure Headway (Hd) 11.00312.46711.92811.17412.58412.04311.63111.42710.89310.607 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 333 291 306 323 287 304 313 316 333 342 Service Time 8.70310.167 9.628 8.87410.284 9.743 9.331 9.127 8.593 8.307 HCM Lane V/C Ratio 1.336 0.419 1.235 0.142 0.115 0.868 0.927 0.392 0.691 0.544 HCM Control Delay 196.3 22.6 126.1 15.5 16.7 47.3 52.1 20.3 30 23.1 HCM Lane LOS F C F C C E F C D C HCM 95th-tile Q 21.1 1.7 13.9 0.4 0.3 6.2 7 1.5 4 2.6 6.7-40 Lanes, Volumes, Timings EAC (2023) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 314 38 27 329 131 43 285 41 103 286 59 Future Volume (vph) 101 314 38 27 329 131 43 285 41 103 286 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)28.0 28.0 28.0 28.0 28.0 28.0 32.0 32.0 32.0 32.0 Total Split (%)46.7% 46.7% 46.7% 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 27 (45%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.7-41 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 101 314 38 27 329 131 43 285 41 103 286 59 Future Volume (veh/h) 101 314 38 27 329 131 43 285 41 103 286 59 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 122 378 46 33 396 158 52 343 49 124 345 71 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 387 713 604 344 1355 604 121 633 85 519 1313 267 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 854 1821 1543 963 3460 1543 117 1382 186 992 2864 583 Grp Volume(v), veh/h 122 378 46 33 396 158 444 0 0 124 207 209 Grp Sat Flow(s),veh/h/ln 854 1821 1543 963 1730 1543 1685 0 0 992 1730 1716 Q Serve(g_s), s 6.9 9.6 1.1 1.6 4.7 4.2 0.3 0.0 0.0 0.0 4.4 4.5 Cycle Q Clear(g_c), s 11.6 9.6 1.1 11.2 4.7 4.2 10.8 0.0 0.0 7.2 4.4 4.5 Prop In Lane 1.00 1.00 1.00 1.00 0.12 0.11 1.00 0.34 Lane Grp Cap(c), veh/h 387 713 604 344 1355 604 839 0 0 519 793 787 V/C Ratio(X) 0.31 0.53 0.08 0.10 0.29 0.26 0.53 0.00 0.00 0.24 0.26 0.27 Avail Cap(c_a), veh/h 387 713 604 344 1355 604 839 0 0 519 793 787 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.5 14.0 11.4 18.3 12.5 12.4 11.7 0.0 0.0 10.7 10.0 10.0 Incr Delay (d2), s/veh 2.1 2.8 0.2 0.6 0.5 1.1 2.4 0.0 0.0 1.1 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 3.5 0.3 0.4 1.5 1.3 3.7 0.0 0.0 0.9 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.6 16.8 11.7 18.9 13.1 13.4 14.1 0.0 0.0 11.8 10.8 10.9 LnGrp LOS BBBBBBBAABBB Approach Vol, veh/h 546 587 444 540 Approach Delay, s/veh 16.8 13.5 14.1 11.1 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 28.0 32.0 28.0 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 27.5 23.5 27.5 Max Q Clear Time (g_c+I1), s 13.6 9.2 13.2 12.8 Green Ext Time (p_c), s 2.0 2.6 2.1 2.2 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B 6.7-42 Lanes, Volumes, Timings EAC (2023) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 229 37 30 342 123 25 412 25 73 357 42 Future Volume (vph)30 229 37 30 342 123 25 412 25 73 357 42 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)27.0 27.0 27.0 27.0 27.0 11.5 11.5 21.5 11.5 21.5 Total Split (%)45.0% 45.0% 45.0% 45.0% 45.0% 19.2% 19.2% 35.8% 19.2% 35.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.7-43 HCM 6th Signalized Intersection Summary EAC (2023) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 229 37 30 342 123 25 412 25 73 357 42 Future Volume (veh/h) 30 229 37 30 342 123 25 412 25 73 357 42 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 269 44 35 402 145 29 485 29 86 420 49 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 201 536 454 303 536 604 92 1355 81 169 1414 164 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.05 0.41 0.40 0.10 0.45 0.44 Sat Flow, veh/h 860 1821 1543 1067 1821 1543 1734 3318 198 1734 3124 362 Grp Volume(v), veh/h 35 269 44 35 402 145 29 252 262 86 232 237 Grp Sat Flow(s),veh/h/ln 860 1821 1543 1067 1821 1543 1734 1730 1786 1734 1730 1756 Q Serve(g_s), s 2.3 7.3 1.2 1.7 12.0 3.8 1.0 6.1 6.1 2.8 5.1 5.1 Cycle Q Clear(g_c), s 14.3 7.3 1.2 9.0 12.0 3.8 1.0 6.1 6.1 2.8 5.1 5.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.21 Lane Grp Cap(c), veh/h 201 536 454 303 536 604 92 707 729 169 783 795 V/C Ratio(X) 0.17 0.50 0.10 0.12 0.75 0.24 0.32 0.36 0.36 0.51 0.30 0.30 Avail Cap(c_a), veh/h 278 698 592 398 698 742 217 707 729 217 783 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 17.5 15.4 21.3 19.2 12.3 27.4 12.3 12.3 25.7 10.4 10.4 Incr Delay (d2), s/veh 0.4 0.7 0.1 0.2 3.3 0.2 1.9 1.4 1.4 2.4 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.6 0.4 0.4 4.6 1.0 0.4 2.1 2.1 1.1 1.6 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.1 18.3 15.5 21.4 22.5 12.5 29.3 13.7 13.7 28.1 11.3 11.4 LnGrp LOS C B B C C B C B B C B B Approach Vol, veh/h 348 582 543 555 Approach Delay, s/veh 18.7 19.9 14.5 14.0 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.8 28.5 21.7 7.2 31.2 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 17.0 22.5 7.0 17.0 22.5 Max Q Clear Time (g_c+I1), s 4.8 8.1 16.3 3.0 7.1 14.0 Green Ext Time (p_c), s 0.0 1.8 0.9 0.0 1.7 1.8 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B 6.7-44 Lanes, Volumes, Timings EAC (2023) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)13 76 10 2 63 3 4 129 2 12 123 14 Future Volume (vph)13 76 10 2 63 3 4 129 2 12 123 14 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-45 HCM 6th AWSC EAC (2023) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 76 10 2 63 3 4 129 2 12 123 14 Future Vol, veh/h 13 76 10 2 63 3 4 129 2 12 123 14 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 14 81 11 2 67 3 4 137 2 13 131 15 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.5 8.3 8.6 8.6 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %3% 13% 3% 8% Vol Thru, %96% 77% 93% 83% Vol Right, % 1% 10% 4% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 135 99 68 149 LT Vol 4 13 2 12 Through Vol 129 76 63 123 RT Vol 2 10 3 14 Lane Flow Rate 144 105 72 159 Geometry Grp 1111 Degree of Util (X) 0.181 0.137 0.095 0.197 Departure Headway (Hd)4.537 4.683 4.738 4.484 Convergence, Y/N Yes Yes Yes Yes Cap 791 766 756 800 Service Time 2.563 2.714 2.771 2.511 HCM Lane V/C Ratio 0.182 0.137 0.095 0.199 HCM Control Delay 8.6 8.5 8.3 8.6 HCM Lane LOS AAAA HCM 95th-tile Q 0.7 0.5 0.3 0.7 6.7-46 Lanes, Volumes, Timings EAC (2023) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 115 21 10 90 129 13 257 7 106 379 121 Future Volume (vph) 115 115 21 10 90 129 13 257 7 106 379 121 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-47 HCM 6th AWSC EAC (2023) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 15.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 115 115 21 10 90 129 13 257 7 106 379 121 Future Vol, veh/h 115 115 21 10 90 129 13 257 7 106 379 121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 125 125 23 11 98 140 14 279 8 115 412 132 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 14.5 14.3 15.2 17.5 HCM LOS B B C C Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 92% 0% 100% 0% 0% 100% 19% 0% 100% Vol Right, %0% 0% 8% 0% 0% 100% 0% 0% 81% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 13 171 93 115 115 21 10 60 159 106 253 LT Vol 13 0 0 115 0 0 10 0 0 106 0 Through Vol 0 171 86 0 115 0 0 60 30 0 253 RT Vol 00700210012900 Lane Flow Rate 14 186 101 125 125 23 11 65 173 115 275 Geometry Grp 88888888888 Degree of Util (X) 0.034 0.418 0.224 0.303 0.285 0.048 0.027 0.151 0.372 0.252 0.563 Departure Headway (Hd)8.576 8.076 8.023 8.721 8.221 7.521 8.824 8.324 7.756 7.877 7.377 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 417 445 446 411 436 475 405 430 463 455 489 Service Time 6.342 5.842 5.789 6.489 5.989 5.289 6.593 6.093 5.525 5.632 5.132 HCM Lane V/C Ratio 0.034 0.418 0.226 0.304 0.287 0.048 0.027 0.151 0.374 0.253 0.562 HCM Control Delay 11.6 16.6 13.1 15.3 14.3 10.7 11.8 12.6 15.1 13.3 19.3 HCM Lane LOS B C B C BBBBCBC HCM 95th-tile Q 0.1 2 0.8 1.3 1.2 0.2 0.1 0.5 1.7 1 3.4 6.7-48 Lanes, Volumes, Timings EAC (2023) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)51 85 1 411 46 66 507 Future Volume (vph)51 85 1 411 46 66 507 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)21.0 21.0 12.0 26.0 26.0 13.0 27.0 Total Split (%)35.0% 35.0% 20.0% 43.3% 43.3% 21.7% 45.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.7-49 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 51 85 1 411 46 66 507 Future Volume (veh/h) 51 85 1 411 46 66 507 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 57 96 462 52 74 570 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 201 179 1269 566 551 2598 Arrive On Green 0.12 0.12 0.37 0.37 0.32 0.75 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 57 96 462 52 74 570 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.8 3.5 5.9 0.8 1.8 2.9 Cycle Q Clear(g_c), s 1.8 3.5 5.9 0.8 1.8 2.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 201 179 1269 566 551 2598 V/C Ratio(X) 0.28 0.54 0.36 0.09 0.13 0.22 Avail Cap(c_a), veh/h 491 437 1269 566 551 2598 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 25.0 13.9 4.4 14.6 2.2 Incr Delay (d2), s/veh 0.8 2.5 0.8 0.3 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.2 1.9 0.4 0.6 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.0 27.5 14.7 4.7 14.7 2.4 LnGrp LOS C C BABA Approach Vol, veh/h 153 514 644 Approach Delay, s/veh 26.6 13.7 3.8 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 23.0 26.0 49.0 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 21.5 22.5 16.5 Max Q Clear Time (g_c+I1), s 3.8 7.9 4.9 5.5 Green Ext Time (p_c), s 0.0 2.4 3.1 0.3 Intersection Summary HCM 6th Ctrl Delay 10.4 HCM 6th LOS B Notes User approved ignoring U-Turning movement. 6.7-50 Lanes, Volumes, Timings EAC (2023) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 278 369 25 164 95 306 384 72 74 277 15 Future Volume (vph)19 278 369 25 164 95 306 384 72 74 277 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-51 HCM 6th AWSC EAC (2023) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh85.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 278 369 25 164 95 306 384 72 74 277 15 Future Vol, veh/h 19 278 369 25 164 95 306 384 72 74 277 15 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 21 312 415 28 184 107 344 431 81 83 311 17 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 178.9 23.9 55.4 27.2 HCM LOS F C F D Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 64% 0% 100% 20% 0% 100% 37% 0% 100% 86% Vol Right, %0% 0% 36% 0% 0% 80% 0% 0% 63% 0% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 306 256 200 19 185 462 25 109 150 74 185 107 LT Vol 306 0 0 19 0 0 25 0 0 74 0 0 Through Vol 0 256 128 0 185 93 0 109 55 0 185 92 RT Vol 0 0 72 0 0 369 0 0 95 0 0 15 Lane Flow Rate 344 288 225 21 208 519 28 123 168 83 207 121 Geometry Grp 888888888888 Degree of Util (X) 0.996 0.795 0.606 0.066 0.616 1.454 0.094 0.393 0.518 0.269 0.644 0.371 Departure Headway (Hd) 11.04 10.5410.28811.15110.65110.09112.57112.07111.62712.36511.86511.767 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 330 345 353 321 339 363 287 300 313 293 307 308 Service Time 8.74 8.24 7.988 8.924 8.424 7.86510.271 9.771 9.32710.065 9.565 9.467 HCM Lane V/C Ratio 1.042 0.835 0.637 0.065 0.614 1.43 0.098 0.41 0.537 0.283 0.674 0.393 HCM Control Delay 83.2 43.9 27.6 14.7 29.2 245.7 16.6 22.4 26.2 19.6 33.7 21.2 HCM Lane LOS F E D B D F CCDCDC HCM 95th-tile Q 11 6.6 3.8 0.2 3.9 27.2 0.3 1.8 2.8 1.1 4.2 1.7 6.7-52 Lanes, Volumes, Timings EAC (2023) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 278 369 25 164 95 306 384 72 74 277 15 Future Volume (vph)19 278 369 25 164 95 306 384 72 74 277 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)14.0 45.0 14.0 45.0 45.0 30.0 40.0 40.0 21.0 31.0 Total Split (%)11.7% 37.5% 11.7% 37.5% 37.5% 25.0% 33.3% 33.3% 17.5% 25.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.7-53 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 278 369 25 164 95 306 384 72 74 277 15 Future Volume (veh/h) 19 278 369 25 164 95 306 384 72 74 277 15 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 21 312 415 28 184 107 344 431 81 83 311 17 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 51 512 457 61 1045 466 417 1585 707 105 1318 72 Arrive On Green 0.03 0.30 0.30 0.04 0.30 0.30 0.12 0.46 0.46 0.06 0.39 0.39 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3337 182 Grp Volume(v), veh/h 21 312 415 28 184 107 344 431 81 83 161 167 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1788 Q Serve(g_s), s 1.4 18.6 31.1 1.9 4.7 6.2 12.0 9.3 3.6 5.7 7.4 7.5 Cycle Q Clear(g_c), s 1.4 18.6 31.1 1.9 4.7 6.2 12.0 9.3 3.6 5.7 7.4 7.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 51 512 457 61 1045 466 417 1585 707 105 683 706 V/C Ratio(X) 0.41 0.61 0.91 0.46 0.18 0.23 0.83 0.27 0.11 0.79 0.24 0.24 Avail Cap(c_a), veh/h 137 584 521 137 1168 521 715 1585 707 238 683 706 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.73 0.73 0.73 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.2 36.3 40.7 56.7 30.9 31.4 51.3 20.1 18.6 55.6 24.2 24.2 Incr Delay (d2), s/veh 3.9 1.1 14.5 5.2 0.1 0.2 4.2 0.4 0.3 12.3 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 7.6 12.9 0.9 1.9 2.2 5.1 3.6 1.3 2.8 3.1 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.1 37.4 55.1 61.9 31.0 31.7 55.5 20.5 18.9 67.9 25.0 25.0 LnGrp LOS E D E E C C E C B E C C Approach Vol, veh/h 748 319 856 411 Approach Delay, s/veh 47.9 33.9 34.4 33.7 Approach LOS DCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.8 59.5 8.7 40.0 19.4 51.9 8.0 40.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 35.5 9.5 40.5 25.5 26.5 9.5 40.5 Max Q Clear Time (g_c+I1), s 7.7 11.3 3.9 33.1 14.0 9.5 3.4 8.2 Green Ext Time (p_c), s 0.1 2.7 0.0 2.4 0.9 1.4 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 38.5 HCM 6th LOS D 6.7-54 Lanes, Volumes, Timings EAC (2023) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)78 509 85 20 433 54 104 322 35 63 262 68 Future Volume (vph)78 509 85 20 433 54 104 322 35 63 262 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 51.0 51.0 15.0 43.0 43.0 17.0 40.0 40.0 14.0 37.0 37.0 Total Split (%)19.2% 42.5% 42.5% 12.5% 35.8% 35.8% 14.2% 33.3% 33.3% 11.7% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.7-55 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 509 85 20 433 54 104 322 35 63 262 68 Future Volume (veh/h) 78 509 85 20 433 54 104 322 35 63 262 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 91 592 99 23 503 63 121 374 41 73 305 79 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 115 1625 725 54 1505 671 193 1024 457 179 1009 450 Arrive On Green 0.07 0.47 0.47 0.03 0.43 0.43 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 91 592 99 23 503 63 121 374 41 73 305 79 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.2 13.1 4.4 1.6 11.5 2.9 4.2 10.2 2.3 2.5 8.2 4.6 Cycle Q Clear(g_c), s 6.2 13.1 4.4 1.6 11.5 2.9 4.2 10.2 2.3 2.5 8.2 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 115 1625 725 54 1505 671 193 1024 457 179 1009 450 V/C Ratio(X) 0.79 0.36 0.14 0.42 0.33 0.09 0.63 0.37 0.09 0.41 0.30 0.18 Avail Cap(c_a), veh/h 267 1625 725 152 1505 671 350 1024 457 266 1009 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.2 20.4 18.0 57.1 22.4 20.0 55.3 33.4 30.6 55.0 33.0 31.7 Incr Delay (d2), s/veh 11.6 0.6 0.4 5.2 0.6 0.3 3.3 1.0 0.4 1.5 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 5.2 1.5 0.7 4.5 1.0 1.8 4.3 0.9 1.1 3.4 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.9 21.0 18.4 62.3 23.0 20.3 58.6 34.4 31.0 56.5 33.8 32.6 LnGrp LOS E C B E C C E C C E C C Approach Vol, veh/h 782 589 536 457 Approach Delay, s/veh 26.0 24.3 39.6 37.2 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 40.0 8.2 60.9 11.4 39.5 12.4 56.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 35.5 10.5 46.5 12.5 32.5 18.5 38.5 Max Q Clear Time (g_c+I1), s 4.5 12.2 3.6 15.1 6.2 10.2 8.2 13.5 Green Ext Time (p_c), s 0.1 2.2 0.0 4.2 0.1 1.9 0.1 3.1 Intersection Summary HCM 6th Ctrl Delay 30.8 HCM 6th LOS C 6.7-56 Lanes, Volumes, Timings EAC (2023) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)94 449 149 51 368 53 119 393 40 52 254 97 Future Volume (vph)94 449 149 51 368 53 119 393 40 52 254 97 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)24.0 48.0 48.0 18.0 42.0 42.0 18.0 40.0 40.0 14.0 36.0 36.0 Total Split (%)20.0% 40.0% 40.0% 15.0% 35.0% 35.0% 15.0% 33.3% 33.3% 11.7% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.7-57 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 449 149 51 368 53 119 393 40 52 254 97 Future Volume (veh/h) 94 449 149 51 368 53 119 393 40 52 254 97 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 99 473 157 54 387 56 125 414 42 55 267 102 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 124 1579 704 84 1501 670 193 1024 457 165 994 444 Arrive On Green 0.07 0.46 0.46 0.05 0.43 0.43 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 99 473 157 54 387 56 125 414 42 55 267 102 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.7 10.3 7.4 3.7 8.6 2.6 4.4 11.5 2.4 1.9 7.2 6.1 Cycle Q Clear(g_c), s 6.7 10.3 7.4 3.7 8.6 2.6 4.4 11.5 2.4 1.9 7.2 6.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 124 1579 704 84 1501 670 193 1024 457 165 994 444 V/C Ratio(X) 0.80 0.30 0.22 0.64 0.26 0.08 0.65 0.40 0.09 0.33 0.27 0.23 Avail Cap(c_a), veh/h 282 1579 704 195 1501 670 379 1024 457 266 994 444 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 20.5 19.7 56.0 21.7 20.0 55.4 33.8 30.6 55.2 33.0 32.6 Incr Delay (d2), s/veh 11.2 0.5 0.7 7.8 0.4 0.2 3.6 1.2 0.4 1.2 0.7 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 4.1 2.6 1.7 3.4 0.9 1.9 4.8 0.9 0.8 3.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.1 21.0 20.5 63.8 22.1 20.2 59.0 35.0 31.0 56.3 33.7 33.8 LnGrp LOS E C C E C C E C C E C C Approach Vol, veh/h 729 497 581 424 Approach Delay, s/veh 27.0 26.4 39.9 36.7 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.3 59.3 11.4 39.0 13.1 56.6 10.4 40.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 43.5 13.5 31.5 19.5 37.5 9.5 35.5 Max Q Clear Time (g_c+I1), s 5.7 12.3 6.4 9.2 8.7 10.6 3.9 13.5 Green Ext Time (p_c), s 0.0 3.5 0.2 1.7 0.1 2.4 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C 6.7-58 Lanes, Volumes, Timings EAC (2023) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 448 6 252 53 567 303 2 Future Volume (vph)31 24 2 34 10 448 6 252 53 567 303 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-59 HCM 6th AWSC EAC (2023) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh153.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 24 2 34 10 448 6 252 53 567 303 2 Future Vol, veh/h 31 24 2 34 10 448 6 252 53 567 303 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 38 29 2 41 12 546 7 307 65 691 370 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 15.9 136.2 21.6 219.8 HCM LOS C F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %5% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %95% 70% 0% 100% 80% 0% 100% 0% 0% 100% 98% Vol Right, %0% 30% 0% 0% 20% 0% 0% 100% 0% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 132 179 31 16 10 34 10 448 567 202 103 LT Vol 6 0 31 0 0 34 0 0 567 0 0 Through Vol 126 126 0 16 8 0 10 0 0 202 101 RT Vol 05300200448002 Lane Flow Rate 161 218 38 20 12 41 12 546 691 246 126 Geometry Grp 88888888888 Degree of Util (X) 0.406 0.537 0.115 0.056 0.035 0.107 0.03 1.224 1.654 0.555 0.283 Departure Headway (Hd) 9.999 9.76912.32811.80311.65610.112 9.6 8.883 9.158 8.652 8.638 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 362 371 293 305 309 357 375 415 401 419 418 Service Time 7.699 7.46910.028 9.503 9.356 7.812 7.3 6.583 6.858 6.352 6.338 HCM Lane V/C Ratio 0.445 0.588 0.13 0.066 0.039 0.115 0.032 1.316 1.723 0.587 0.301 HCM Control Delay 19.4 23.2 16.6 15.2 14.8 14 12.6 148.2 327.7 21.6 14.7 HCM Lane LOS CCCCBBBFFCB HCM 95th-tile Q 1.9 3 0.4 0.2 0.1 0.4 0.1 20.4 38.5 3.3 1.1 6.7-60 Lanes, Volumes, Timings EAC (2023) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 448 6 252 53 567 303 2 Future Volume (vph)31 24 2 34 10 448 6 252 53 567 303 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 6 4 Detector Phase 2 2 66688 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)52.0 52.0 52.0 52.0 52.0 26.0 26.0 42.0 42.0 42.0 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 21.7% 21.7% 35.0% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None None Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.7-61 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 34 10 448 6 252 53 567 303 2 Future Volume (veh/h) 31 24 2 34 10 448 6 252 53 567 303 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 29 2 41 12 546 7 307 65 691 370 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222222222 Cap, veh/h 394 1301 89 598 721 611 11 508 112 1051 1081 482 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.18 0.18 0.18 0.31 0.31 0.31 Sat Flow, veh/h 851 3287 224 1378 1821 1543 63 2835 628 3365 3460 1543 Grp Volume(v), veh/h 38 15 16 41 12 546 202 0 177 691 370 2 Grp Sat Flow(s),veh/h/ln 851 1730 1781 1378 1821 1543 1818 0 1708 1682 1730 1543 Q Serve(g_s), s 3.4 0.6 0.7 2.2 0.5 39.7 12.3 0.0 11.4 21.3 9.9 0.1 Cycle Q Clear(g_c), s 3.9 0.6 0.7 2.9 0.5 39.7 12.3 0.0 11.4 21.3 9.9 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.03 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 394 685 705 598 721 611 326 0 306 1051 1081 482 V/C Ratio(X) 0.10 0.02 0.02 0.07 0.02 0.89 0.62 0.00 0.58 0.66 0.34 0.00 Avail Cap(c_a), veh/h 394 685 705 598 721 611 326 0 306 1051 1081 482 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.82 0.82 0.82 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.2 22.1 22.1 23.0 22.0 33.9 45.5 0.0 45.1 35.7 31.8 28.4 Incr Delay (d2), s/veh 0.5 0.1 0.1 0.0 0.0 13.3 8.6 0.0 7.7 3.2 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.3 0.3 0.7 0.2 15.9 6.1 0.0 5.3 8.7 4.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.7 22.2 22.2 23.0 22.1 47.2 54.1 0.0 52.8 38.9 32.6 28.4 LnGrp LOS CCCCCDDADDCC Approach Vol, veh/h 69 599 379 1063 Approach Delay, s/veh 23.0 45.0 53.5 36.7 Approach LOS CDDD Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 52.0 42.0 52.0 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 47.5 37.5 47.5 21.5 Max Q Clear Time (g_c+I1), s 5.9 23.3 41.7 14.3 Green Ext Time (p_c), s 0.3 4.0 1.2 1.1 Intersection Summary HCM 6th Ctrl Delay 41.6 HCM 6th LOS D 6.7-62 Lanes, Volumes, Timings EAC (2023) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 105 381 335 31 400 300 213 632 73 190 645 144 Future Volume (vph) 105 381 335 31 400 300 213 632 73 190 645 144 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.7-63 HCM 6th Roundabout EAC (2023) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 120.3 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 883 786 987 1053 Demand Flow Rate, veh/h 900 802 1008 1074 Vehicles Circulating, veh/h 950 1043 741 707 Vehicles Exiting, veh/h 673 626 742 809 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 43.1 41.2 204.7 164.8 Approach LOS E E F F Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 367 4.976 329 4.976 80 4.976 158 Entry Flow, veh/h 533 1887 473 1887 928 1887 916 1887 Cap Entry Lane, veh/h 524 0.980 476 0.980 648 0.980 671 0.980 Entry HV Adj Factor 0.981 360 0.980 323 0.980 78 0.980 155 Flow Entry, veh/h 523 1850 463 1850 909 1850 898 1850 Cap Entry, veh/h 514 0.195 467 0.175 635 0.042 658 0.084 V/C Ratio 1.018 0.0 0.993 0.0 1.432 0.0 1.365 0.0 Control Delay, s/veh 72.8 A 69.9 A 222.3 A 193.2 A LOS F1F1F0F0 95th %tile Queue, veh 15 13 42 39 6.7-64 Lanes, Volumes, Timings EAC (2023) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 2 21 9 1 42 3 1040 7 23 1043 68 Future Volume (vph)66 2 21 9 1 42 3 1040 7 23 1043 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.7-65 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 2 21 9 1 42 3 1040 7 23 1043 68 Future Volume (veh/h) 66 2 21 9 1 42 3 1040 7 23 1043 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 69 2 22 9 1 44 3 1095 7 24 1098 72 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 73 1 524 66 4 524 17 2258 14 96 2329 153 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.01 0.44 0.44 0.02 0.16 0.16 Sat Flow, veh/h 41 4 1543 27 13 1543 1734 5097 33 1734 4767 312 Grp Volume(v), veh/h 71 0 22 10 0 44 3 712 390 24 763 407 Grp Sat Flow(s),veh/h/ln 44 0 1543 40 0 1543 1734 1657 1815 1734 1657 1765 Q Serve(g_s), s 1.2 0.0 1.1 0.6 0.0 2.3 0.2 18.3 18.3 1.6 25.1 25.1 Cycle Q Clear(g_c), s 40.7 0.0 1.1 40.4 0.0 2.3 0.2 18.3 18.3 1.6 25.1 25.1 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.02 1.00 0.18 Lane Grp Cap(c), veh/h 74 0 524 71 0 524 17 1468 804 96 1619 862 V/C Ratio(X) 0.96 0.00 0.04 0.14 0.00 0.08 0.18 0.48 0.48 0.25 0.47 0.47 Avail Cap(c_a), veh/h 89 0 540 86 0 540 173 1468 804 173 1619 862 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.72 0.72 0.72 Uniform Delay (d), s/veh 59.4 0.0 26.6 45.9 0.0 27.0 59.0 23.7 23.7 56.5 36.3 36.3 Incr Delay (d2), s/veh 81.4 0.0 0.1 1.9 0.0 0.1 10.9 1.1 2.1 2.1 0.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 0.4 0.3 0.0 0.9 0.1 6.8 7.7 0.8 11.2 12.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 140.7 0.0 26.6 47.8 0.0 27.1 69.8 24.9 25.8 58.6 37.0 37.6 LnGrp LOS F A C D A C E C C E D D Approach Vol, veh/h 93 54 1105 1194 Approach Delay, s/veh 113.7 30.9 25.3 37.6 Approach LOS F C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.6 60.0 47.4 7.1 65.5 47.4 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 3.6 20.3 42.7 2.2 27.1 42.4 Green Ext Time (p_c), s 0.0 13.0 0.0 0.0 11.5 0.0 Intersection Summary HCM 6th Ctrl Delay 34.8 HCM 6th LOS C 6.7-66 Lanes, Volumes, Timings EAC (2023) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 363 131 127 322 199 127 938 83 285 874 231 Future Volume (vph) 362 363 131 127 322 199 127 938 83 285 874 231 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 39.5 39.5 22.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 32.9% 32.9% 18.3% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.7-67 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 363 131 127 322 199 127 938 83 285 874 231 Future Volume (veh/h) 362 363 131 127 322 199 127 938 83 285 874 231 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 374 135 131 332 205 131 967 86 294 901 238 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 370 541 241 472 392 332 171 1225 380 336 1231 382 Arrive On Green 0.21 0.16 0.16 0.27 0.22 0.22 0.03 0.08 0.08 0.10 0.25 0.25 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 374 135 131 332 205 131 967 86 294 901 238 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 25.6 12.3 7.3 7.1 21.0 10.5 9.0 22.9 3.1 10.3 20.0 9.3 Cycle Q Clear(g_c), s 25.6 12.3 7.3 7.1 21.0 10.5 9.0 22.9 3.1 10.3 20.0 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 370 541 241 472 392 332 171 1225 380 336 1231 382 V/C Ratio(X) 1.01 0.69 0.56 0.28 0.85 0.62 0.77 0.79 0.23 0.87 0.73 0.62 Avail Cap(c_a), veh/h 370 923 412 472 470 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.2 47.9 26.3 34.4 45.2 22.7 56.7 52.1 10.6 53.3 41.5 12.9 Incr Delay (d2), s/veh 48.6 7.1 9.1 0.1 19.8 8.4 15.7 3.0 0.4 20.8 2.1 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.6 5.6 4.1 2.9 11.3 4.4 4.7 10.4 2.4 5.2 8.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.7 55.0 35.3 34.5 65.1 31.0 72.4 55.1 11.1 74.1 43.5 15.9 LnGrp LOS F D D C E C EEBEDB Approach Vol, veh/h 882 668 1184 1433 Approach Delay, s/veh 69.2 48.6 53.8 45.2 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 37.1 38.7 26.3 17.8 37.2 31.6 33.3 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 16.0 32.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 12.3 24.9 9.1 14.3 11.0 22.0 27.6 23.0 Green Ext Time (p_c), s 0.0 4.7 0.0 4.5 0.0 6.0 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 53.3 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.7-68 Lanes, Volumes, Timings EAC (2023) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)24 10 10 130 256 36 Future Volume (vph)24 10 10 130 256 36 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-69 HCM 6th AWSC EAC (2023) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.2 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 24 10 10 130 256 36 Future Vol, veh/h 24 10 10 130 256 36 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 29 12 12 159 312 44 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 9.1 8.9 12.6 HCM LOS A A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %71% 0% 0% 100% 0% Vol Thru, %29% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 34 10 130 256 36 LT Vol 24 0 0 256 0 Through Vol 10 10 0 0 0 RT Vol 0 0 130 0 36 Lane Flow Rate 41 12 159 312 44 Geometry Grp 47777 Degree of Util (X) 0.065 0.019 0.214 0.482 0.053 Departure Headway (Hd)5.674 5.575 4.869 5.555 4.352 Convergence, Y/N Yes Yes Yes Yes Yes Cap 630 642 737 646 820 Service Time 3.723 3.31 2.604 3.298 2.094 HCM Lane V/C Ratio 0.065 0.019 0.216 0.483 0.054 HCM Control Delay 9.1 8.4 8.9 13.4 7.3 HCM Lane LOS AAABA HCM 95th-tile Q 0.2 0.1 0.8 2.6 0.2 6.7-70 Lanes, Volumes, Timings EAC (2023) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)26 113 110 11 44 122 66 202 10 192 249 22 Future Volume (vph)26 113 110 11 44 122 66 202 10 192 249 22 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-71 HCM 6th AWSC EAC (2023) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 18 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 26 113 110 11 44 122 66 202 10 192 249 22 Future Vol, veh/h 26 113 110 11 44 122 66 202 10 192 249 22 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 30 128 125 13 50 139 75 230 11 218 283 25 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 14.8 17.4 18.6 19.7 HCM LOS B C C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 19% 0% 6% 100% 0% 0% Vol Thru, %0% 95% 81% 0% 25% 0% 100% 0% Vol Right, %0% 5% 0% 100% 69% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 66 212 139 110 177 192 249 22 LT Vol 66 0 26 0 11 192 0 0 Through Vol 0 202 113 0 44 0 249 0 RT Vol 0 10 0 110 122 0 0 22 Lane Flow Rate 75 241 158 125 201 218 283 25 Geometry Grp 88888888 Degree of Util (X) 0.18 0.543 0.37 0.264 0.451 0.494 0.601 0.048 Departure Headway (Hd)8.661 8.111 8.428 7.615 8.072 8.155 7.642 6.924 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 413 443 425 469 445 441 470 514 Service Time 6.457 5.906 6.223 5.409 5.871 5.943 5.429 4.71 HCM Lane V/C Ratio 0.182 0.544 0.372 0.267 0.452 0.494 0.602 0.049 HCM Control Delay 13.4 20.2 16.1 13.2 17.4 18.7 21.4 10.1 HCM Lane LOS B C C B C C C B HCM 95th-tile Q 0.6 3.2 1.7 1.1 2.3 2.7 3.9 0.2 6.7-72 Lanes, Volumes, Timings EAC (2023) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)55 111 56 35 78 48 76 332 46 40 373 47 Future Volume (vph)55 111 56 35 78 48 76 332 46 40 373 47 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-73 HCM 6th AWSC EAC (2023) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 114 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 55 111 56 35 78 48 76 332 46 40 373 47 Future Vol, veh/h 55 111 56 35 78 48 76 332 46 40 373 47 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 73 148 75 47 104 64 101 443 61 53 497 63 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 29.6 22.7 169.1 132.4 HCM LOS D C F F Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %17% 25% 22% 10% 0% Vol Thru, %73% 50% 48% 90% 0% Vol Right, % 10% 25% 30% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 454 222 161 413 47 LT Vol 76 55 35 40 0 Through Vol 332 111 78 373 0 RT Vol 46 56 48 0 47 Lane Flow Rate 605 296 215 551 63 Geometry Grp 52277 Degree of Util (X) 1.285 0.672 0.509 1.222 0.126 Departure Headway (Hd)8.11 9.366 9.883 8.557 7.781 Convergence, Y/N Yes Yes Yes Yes Yes Cap 454 388 367 430 464 Service Time 6.11 7.366 7.883 6.257 5.481 HCM Lane V/C Ratio 1.333 0.763 0.586 1.281 0.136 HCM Control Delay 169.1 29.6 22.7 146.1 11.6 HCM Lane LOS F D C F B HCM 95th-tile Q 24.5 4.7 2.8 20.9 0.4 6.7-74 Lanes, Volumes, Timings EAC (2023) PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)55 111 56 35 78 48 76 332 46 40 373 47 Future Volume (vph)55 111 56 35 78 48 76 332 46 40 373 47 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)41.0 41.0 41.0 41.0 79.0 79.0 79.0 79.0 79.0 Total Split (%)34.2% 34.2% 34.2% 34.2% 65.8% 65.8% 65.8% 65.8% 65.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.7-75 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 111 56 35 78 48 76 332 46 40 373 47 Future Volume (veh/h) 55 111 56 35 78 48 76 332 46 40 373 47 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 73 148 75 47 104 64 101 443 61 53 497 63 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 104 179 83 85 173 94 179 765 102 119 1092 1083 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.70 0.70 0.70 0.70 0.70 0.70 Sat Flow, veh/h 300 799 373 216 776 421 205 1090 145 123 1557 1543 Grp Volume(v), veh/h 296 0 0 215 0 0 605 0 0 550 0 63 Grp Sat Flow(s),veh/h/ln 1472 0 0 1413 0 0 1441 0 0 1680 0 1543 Q Serve(g_s), s 7.5 0.0 0.0 0.0 0.0 0.0 14.7 0.0 0.0 0.0 0.0 1.5 Cycle Q Clear(g_c), s 23.7 0.0 0.0 16.2 0.0 0.0 30.2 0.0 0.0 15.5 0.0 1.5 Prop In Lane 0.25 0.25 0.22 0.30 0.17 0.10 0.10 1.00 Lane Grp Cap(c), veh/h 366 0 0 352 0 0 1046 0 0 1211 0 1083 V/C Ratio(X) 0.81 0.00 0.00 0.61 0.00 0.00 0.58 0.00 0.00 0.45 0.00 0.06 Avail Cap(c_a), veh/h 492 0 0 477 0 0 1046 0 0 1211 0 1083 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.3 0.0 0.0 41.9 0.0 0.0 9.7 0.0 0.0 7.7 0.0 5.6 Incr Delay (d2), s/veh 7.2 0.0 0.0 1.7 0.0 0.0 2.3 0.0 0.0 1.2 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 0.0 0.0 5.9 0.0 0.0 8.0 0.0 0.0 5.3 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.5 0.0 0.0 43.6 0.0 0.0 12.1 0.0 0.0 8.9 0.0 5.7 LnGrp LOS D A A D AABAAAAA Approach Vol, veh/h 296 215 605 613 Approach Delay, s/veh 52.5 43.6 12.1 8.6 Approach LOS D D B A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 88.7 31.3 88.7 31.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 74.5 36.5 74.5 36.5 Max Q Clear Time (g_c+I1), s 32.2 25.7 17.5 18.2 Green Ext Time (p_c), s 4.5 1.1 3.9 1.2 Intersection Summary HCM 6th Ctrl Delay 21.7 HCM 6th LOS C 6.7-76 Lanes, Volumes, Timings EAC (2023) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)7 90 19 45 93 47 18 333 48 51 387 12 Future Volume (vph)7 90 19 45 93 47 18 333 48 51 387 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-77 HCM 6th AWSC EAC (2023) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh27.7 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 90 19 45 93 47 18 333 48 51 387 12 Future Vol, veh/h 7 90 19 45 93 47 18 333 48 51 387 12 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 8 103 22 52 107 54 21 383 55 59 445 14 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 13 18.9 46.5 18.5 HCM LOS B C E C Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 24% 100% 0% 0% Vol Thru, %0% 87% 0% 100% 0% 50% 0% 100% 91% Vol Right, %0% 13% 0% 0% 100% 25% 0% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 18 381 7 90 19 185 51 258 141 LT Vol 180700455100 Through Vol 0 333 0 90 0 93 0 258 129 RT Vol 0 48 0 0 19 47 0 0 12 Lane Flow Rate 21 438 8 103 22 213 59 297 162 Geometry Grp 887778888 Degree of Util (X) 0.046 0.905 0.02 0.238 0.046 0.49 0.131 0.623 0.338 Departure Headway (Hd) 8.04 7.44 8.781 8.265 7.543 8.295 8.071 7.559 7.498 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 444 486 406 432 472 432 443 474 478 Service Time 5.818 5.217 6.57 6.053 5.33 6.084 5.853 5.341 5.28 HCM Lane V/C Ratio 0.047 0.901 0.02 0.238 0.047 0.493 0.133 0.627 0.339 HCM Control Delay 11.2 48.2 11.8 13.6 10.7 18.9 12.1 22.1 14.1 HCM Lane LOS BEBBBCBCB HCM 95th-tile Q 0.1 10.2 0.1 0.9 0.1 2.6 0.4 4.2 1.5 6.7-78 Lanes, Volumes, Timings EAC (2023) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)74 237 82 23 144 51 52 388 33 83 347 39 Future Volume (vph)74 237 82 23 144 51 52 388 33 83 347 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-79 HCM 6th AWSC EAC (2023) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 106 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 74 237 82 23 144 51 52 388 33 83 347 39 Future Vol, veh/h 74 237 82 23 144 51 52 388 33 83 347 39 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 81 260 90 25 158 56 57 426 36 91 381 43 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 43.5 32.9 180.3 117.4 HCM LOS E D F F Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %11% 100% 0% 11% 19% 0% Vol Thru, %82% 0% 74% 66% 81% 0% Vol Right, % 7% 0% 26% 23% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 473 74 319 218 430 39 LT Vol 52 74 0 23 83 0 Through Vol 388 0 237 144 347 0 RT Vol 33 0 82 51 0 39 Lane Flow Rate 520 81 351 240 473 43 Geometry Grp 677677 Degree of Util (X) 1.299 0.214 0.857 0.651 1.158 0.096 Departure Headway (Hd)9.539 10.535 9.82 11.206 9.569 8.735 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 385 343 372 326 383 413 Service Time 7.539 8.235 7.52 9.206 7.269 6.435 HCM Lane V/C Ratio 1.351 0.236 0.944 0.736 1.235 0.104 HCM Control Delay 180.3 16.1 49.8 32.9 126.9 12.4 HCM Lane LOS F C E D F B HCM 95th-tile Q 22.3 0.8 8.1 4.3 17 0.3 6.7-80 Lanes, Volumes, Timings EAC (2023) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)74 237 82 23 144 51 52 388 33 83 347 39 Future Volume (vph)74 237 82 23 144 51 52 388 33 83 347 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)47.0 47.0 47.0 47.0 73.0 73.0 73.0 73.0 73.0 Total Split (%)39.2% 39.2% 39.2% 39.2% 60.8% 60.8% 60.8% 60.8% 60.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.7-81 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 237 82 23 144 51 52 388 33 83 347 39 Future Volume (veh/h) 74 237 82 23 144 51 52 388 33 83 347 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 81 260 90 25 158 56 57 426 36 91 381 43 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 176 329 114 45 208 67 130 946 78 214 872 1035 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.67 0.67 0.67 0.67 0.67 0.67 Sat Flow, veh/h 1167 1293 448 45 817 264 144 1412 116 265 1300 1543 Grp Volume(v), veh/h 81 0 350 239 0 0 519 0 0 472 0 43 Grp Sat Flow(s),veh/h/ln 1167 0 1741 1126 0 0 1672 0 0 1566 0 1543 Q Serve(g_s), s 0.3 0.0 22.5 3.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 Cycle Q Clear(g_c), s 26.7 0.0 22.5 26.4 0.0 0.0 16.0 0.0 0.0 15.4 0.0 1.1 Prop In Lane 1.00 0.26 0.10 0.23 0.11 0.07 0.19 1.00 Lane Grp Cap(c), veh/h 176 0 443 320 0 0 1154 0 0 1085 0 1035 V/C Ratio(X) 0.46 0.00 0.79 0.75 0.00 0.00 0.45 0.00 0.00 0.43 0.00 0.04 Avail Cap(c_a), veh/h 292 0 616 481 0 0 1154 0 0 1085 0 1035 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.6 0.0 41.7 40.4 0.0 0.0 9.2 0.0 0.0 8.9 0.0 6.7 Incr Delay (d2), s/veh 1.9 0.0 4.7 3.5 0.0 0.0 1.3 0.0 0.0 1.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 9.7 6.1 0.0 0.0 5.7 0.0 0.0 5.0 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.5 0.0 46.4 43.9 0.0 0.0 10.4 0.0 0.0 10.2 0.0 6.8 LnGrp LOS D A D D AABAABAA Approach Vol, veh/h 431 239 519 515 Approach Delay, s/veh 46.3 43.9 10.4 9.9 Approach LOS D D B A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 85.0 35.0 85.0 35.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 68.5 42.5 68.5 42.5 Max Q Clear Time (g_c+I1), s 18.0 28.7 17.4 28.4 Green Ext Time (p_c), s 3.4 1.8 3.3 1.0 Intersection Summary HCM 6th Ctrl Delay 24.0 HCM 6th LOS C 6.7-82 Lanes, Volumes, Timings EAC (2023) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 403 66 55 361 104 44 406 64 116 362 90 Future Volume (vph) 106 403 66 55 361 104 44 406 64 116 362 90 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-83 HCM 6th AWSC EAC (2023) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 184 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 106 403 66 55 361 104 44 406 64 116 362 90 Future Vol, veh/h 106 403 66 55 361 104 44 406 64 116 362 90 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 125 474 78 65 425 122 52 478 75 136 426 106 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 199.8 59.3 451.7 39.8 HCM LOS F F F E Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %9% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %79% 0% 100% 0% 0% 100% 54% 0% 100% 57% Vol Right, %12% 0% 0% 100% 0% 0% 46% 0% 0% 43% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 514 106 403 66 55 241 224 116 241 211 LT Vol 44 106 0 0 55 0 0 116 0 0 Through Vol 406 0 403 0 0 241 120 0 241 121 RT Vol 64 0 0 66 0 0 104 0 0 90 Lane Flow Rate 605 125 474 78 65 283 264 136 284 248 Geometry Grp 8888888777 Degree of Util (X) 1.918 0.41 1.495 0.23 0.21 0.882 0.798 0.396 0.785 0.665 Departure Headway (Hd) 12.06314.28413.73112.95715.04814.48714.12313.31712.768 12.44 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 308 254 270 279 240 252 259 273 287 292 Service Time 9.76311.98411.43110.65712.74812.18711.82311.01710.468 10.14 HCM Lane V/C Ratio 1.964 0.492 1.756 0.28 0.271 1.123 1.019 0.498 0.99 0.849 HCM Control Delay 451.7 26.6 274.9 19.5 21.7 71 55.9 24.5 49.9 36.7 HCM Lane LOS F D F C C F F C E E HCM 95th-tile Q 39.7 1.9 22.7 0.9 0.8 7.4 6.1 1.8 6.1 4.4 6.7-84 Lanes, Volumes, Timings EAC (2023) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 403 66 55 361 104 44 406 64 116 362 90 Future Volume (vph) 106 403 66 55 361 104 44 406 64 116 362 90 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 6 Detector Phase 44488822 66 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 26.0 34.0 34.0 34.0 34.0 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 43.3% 56.7% 56.7% 56.7% 56.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.7-85 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\115 - EAC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 403 66 55 361 104 44 406 64 116 362 90 Future Volume (veh/h) 106 403 66 55 361 104 44 406 64 116 362 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 125 474 78 65 425 122 52 478 75 136 426 106 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 337 627 531 217 1191 531 108 705 106 454 1391 343 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.51 0.51 0.51 0.51 0.51 0.51 Sat Flow, veh/h 860 1821 1543 856 3460 1543 86 1395 210 855 2751 678 Grp Volume(v), veh/h 125 474 78 65 425 122 605 0 0 136 267 265 Grp Sat Flow(s),veh/h/ln 860 1821 1543 856 1730 1543 1690 0 0 855 1730 1699 Q Serve(g_s), s 7.6 13.8 2.1 4.4 5.5 3.4 3.9 0.0 0.0 0.0 5.4 5.5 Cycle Q Clear(g_c), s 13.1 13.8 2.1 18.2 5.5 3.4 15.8 0.0 0.0 11.7 5.4 5.5 Prop In Lane 1.00 1.00 1.00 1.00 0.09 0.12 1.00 0.40 Lane Grp Cap(c), veh/h 337 627 531 217 1191 531 920 0 0 454 875 859 V/C Ratio(X) 0.37 0.76 0.15 0.30 0.36 0.23 0.66 0.00 0.00 0.30 0.30 0.31 Avail Cap(c_a), veh/h 349 653 553 229 1240 553 920 0 0 454 875 859 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.6 17.4 13.6 25.5 14.7 14.0 11.1 0.0 0.0 10.2 8.7 8.7 Incr Delay (d2), s/veh 0.7 4.9 0.1 0.8 0.2 0.2 3.7 0.0 0.0 1.7 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 5.3 0.6 0.8 1.7 0.9 5.0 0.0 0.0 1.1 1.6 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.3 22.3 13.7 26.3 14.9 14.2 14.8 0.0 0.0 11.9 9.6 9.6 LnGrp LOS C C B C BBBAABAA Approach Vol, veh/h 677 612 605 668 Approach Delay, s/veh 20.9 16.0 14.8 10.1 Approach LOS C B B B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 34.8 25.2 34.8 25.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 29.5 21.5 29.5 21.5 Max Q Clear Time (g_c+I1), s 17.8 15.8 13.7 20.2 Green Ext Time (p_c), s 2.9 1.8 3.3 0.4 Intersection Summary HCM 6th Ctrl Delay 15.5 HCM 6th LOS B 6.7-86 Lanes, Volumes, Timings EAC (2023) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 453 44 24 348 125 37 587 64 132 453 42 Future Volume (vph)60 453 44 24 348 125 37 587 64 132 453 42 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.7-87 HCM 6th Signalized Intersection Summary EAC (2023) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 453 44 24 348 125 37 587 64 132 453 42 Future Volume (veh/h) 60 453 44 24 348 125 37 587 64 132 453 42 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 503 49 27 387 139 41 652 71 147 503 47 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 258 613 519 191 613 697 269 1097 119 199 987 92 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.16 0.35 0.34 0.11 0.31 0.30 Sat Flow, veh/h 877 1821 1543 856 1821 1543 1734 3147 342 1734 3200 298 Grp Volume(v), veh/h 67 503 49 27 387 139 41 358 365 147 271 279 Grp Sat Flow(s),veh/h/ln 877 1821 1543 856 1821 1543 1734 1730 1760 1734 1730 1767 Q Serve(g_s), s 4.2 15.2 1.3 1.8 10.7 3.3 1.2 10.2 10.2 4.9 7.7 7.8 Cycle Q Clear(g_c), s 14.9 15.2 1.3 17.0 10.7 3.3 1.2 10.2 10.2 4.9 7.7 7.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.17 Lane Grp Cap(c), veh/h 258 613 519 191 613 697 269 603 613 199 533 545 V/C Ratio(X) 0.26 0.82 0.09 0.14 0.63 0.20 0.15 0.59 0.60 0.74 0.51 0.51 Avail Cap(c_a), veh/h 284 668 566 217 668 743 269 603 613 231 533 545 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.1 18.2 13.6 26.0 16.8 9.9 21.9 16.1 16.1 25.7 17.0 17.1 Incr Delay (d2), s/veh 0.5 7.5 0.1 0.3 1.7 0.1 0.3 4.3 4.2 10.0 3.4 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 6.4 0.4 0.3 3.9 0.8 0.4 3.9 4.0 2.3 3.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.6 25.8 13.7 26.4 18.5 10.1 22.2 20.3 20.3 35.7 20.5 20.5 LnGrp LOS C C B C B B CCCDCC Approach Vol, veh/h 619 553 764 697 Approach Delay, s/veh 24.6 16.7 20.4 23.7 Approach LOS C B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.9 24.9 24.2 13.3 22.5 24.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 6.9 12.2 17.2 3.2 9.8 19.0 Green Ext Time (p_c), s 0.0 1.8 1.3 0.0 1.8 0.7 Intersection Summary HCM 6th Ctrl Delay 21.5 HCM 6th LOS C 6.7-88 Lanes, Volumes, Timings EAC (2023) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)36 135 8 0 89 10 12 182 15 6 166 24 Future Volume (vph)36 135 8 0 89 10 12 182 15 6 166 24 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-89 HCM 6th AWSC EAC (2023) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\15 - EAC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 135 8 0 89 10 12 182 15 6 166 24 Future Vol, veh/h 36 135 8 0 89 10 12 182 15 6 166 24 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 46 171 10 0 113 13 15 230 19 8 210 30 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.5 10.1 11.7 11.4 HCM LOS B B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %6% 20% 0% 3% Vol Thru, %87% 75% 90% 85% Vol Right, % 7% 4% 10% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 209 179 99 196 LT Vol 12 36 0 6 Through Vol 182 135 89 166 RT Vol 15 8 10 24 Lane Flow Rate 265 227 125 248 Geometry Grp 1111 Degree of Util (X) 0.389 0.349 0.197 0.365 Departure Headway (Hd)5.298 5.541 5.657 5.29 Convergence, Y/N Yes Yes Yes Yes Cap 677 648 633 680 Service Time 3.34 3.584 3.706 3.331 HCM Lane V/C Ratio 0.391 0.35 0.197 0.365 HCM Control Delay 11.7 11.5 10.1 11.4 HCM Lane LOS BBBB HCM 95th-tile Q 1.8 1.6 0.7 1.7 6.7-90 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITH PROJECT CONDITIONS  6.7-91 This Page Intentionally Left Blank 6.7-92 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 67 7 14 72 65 18 277 20 84 242 74 Future Volume (vph) 115 67 7 14 72 65 18 277 20 84 242 74 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-93 HCM 6th AWSC EAPC (2023) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 115 67 7 14 72 65 18 277 20 84 242 74 Future Vol, veh/h 115 67 7 14 72 65 18 277 20 84 242 74 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 122 71 7 15 77 69 19 295 21 89 257 79 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 12.3 10.9 12.5 11.9 HCM LOS BBBB Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 82% 0% 100% 0% 0% 100% 27% 0% 100% Vol Right, %0% 0% 18% 0% 0% 100% 0% 0% 73% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 18 185 112 115 67 7 14 48 89 84 161 LT Vol 18 0 0 115 0 0 14 0 0 84 0 Through Vol 0 185 92 0 67 0 0 48 24 0 161 RT Vol 0020007006500 Lane Flow Rate 19 196 120 122 71 7 15 51 95 89 172 Geometry Grp 88888888888 Degree of Util (X) 0.039 0.369 0.22 0.26 0.142 0.013 0.032 0.103 0.178 0.176 0.315 Departure Headway (Hd)7.258 6.758 6.633 7.651 7.151 6.451 7.786 7.286 6.774 7.102 6.602 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 491 530 538 467 498 551 457 489 525 503 542 Service Time 5.037 4.537 4.413 5.438 4.938 4.238 5.577 5.077 4.566 4.878 4.378 HCM Lane V/C Ratio 0.039 0.37 0.223 0.261 0.143 0.013 0.033 0.104 0.181 0.177 0.317 HCM Control Delay 10.3 13.5 11.3 13.1 11.1 9.3 10.8 10.9 11 11.4 12.4 HCM Lane LOS BBBBBABBBBB HCM 95th-tile Q 0.1 1.7 0.8 1 0.5 0 0.1 0.3 0.6 0.6 1.3 6.7-94 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)40 73 1 414 37 102 376 Future Volume (vph)40 73 1 414 37 102 376 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 3 2 Detector Phase 3352216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)15.0 15.0 13.0 27.0 27.0 18.0 32.0 Total Split (%)25.0% 25.0% 21.7% 45.0% 45.0% 30.0% 53.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.7-95 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 40 73 1 414 37 102 376 Future Volume (veh/h) 40 73 1 414 37 102 376 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 46 84 476 43 117 432 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 194 172 2007 895 188 2613 Arrive On Green 0.11 0.11 0.58 0.58 0.11 0.76 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 46 84 476 43 117 432 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.5 3.1 4.0 0.7 3.9 2.1 Cycle Q Clear(g_c), s 1.5 3.1 4.0 0.7 3.9 2.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 194 172 2007 895 188 2613 V/C Ratio(X) 0.24 0.49 0.24 0.05 0.62 0.17 Avail Cap(c_a), veh/h 318 283 2007 895 405 2613 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.3 25.0 6.1 5.4 25.6 2.1 Incr Delay (d2), s/veh 0.6 2.1 0.3 0.1 3.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.1 1.0 0.2 1.6 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.9 27.2 6.4 5.5 28.9 2.2 LnGrp LOS C C A A C A Approach Vol, veh/h 130 519 549 Approach Delay, s/veh 26.4 6.3 7.9 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.5 38.8 49.3 10.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 22.5 27.5 10.5 Max Q Clear Time (g_c+I1), s 5.9 6.0 4.1 5.1 Green Ext Time (p_c), s 0.1 2.6 2.5 0.1 Intersection Summary HCM 6th Ctrl Delay 9.2 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. 6.7-96 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)14 197 315 38 185 60 258 287 29 63 217 16 Future Volume (vph)14 197 315 38 185 60 258 287 29 63 217 16 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-97 HCM 6th AWSC EAPC (2023) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh36.9 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 197 315 38 185 60 258 287 29 63 217 16 Future Vol, veh/h 14 197 315 38 185 60 258 287 29 63 217 16 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 16 221 354 43 208 67 290 322 33 71 244 18 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 66.1 18.2 28.8 18.5 HCM LOS F C D C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 77% 0% 100% 17% 0% 100% 51% 0% 100% 82% Vol Right, %0% 0% 23% 0% 0% 83% 0% 0% 49% 0% 0% 18% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 258 191 125 14 131 381 38 123 122 63 145 88 LT Vol 258 0 0 14 0 0 38 0 0 63 0 0 Through Vol 0 191 96 0 131 66 0 123 62 0 145 72 RT Vol 0 0 29 0 0 315 0 0 60 0 0 16 Lane Flow Rate 290 215 140 16 148 428 43 139 137 71 163 99 Geometry Grp 888888888888 Degree of Util (X) 0.776 0.547 0.35 0.043 0.382 1.038 0.125 0.389 0.371 0.206 0.451 0.272 Departure Headway (Hd) 9.757 9.257 8.994 9.815 9.315 8.73510.58110.094 9.75810.60310.103 9.976 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 374 391 398 365 387 415 339 358 369 340 359 362 Service Time 7.457 6.957 6.794 7.581 7.081 6.502 8.342 7.842 7.497 8.303 7.803 7.676 HCM Lane V/C Ratio 0.775 0.55 0.352 0.044 0.382 1.031 0.127 0.388 0.371 0.209 0.454 0.273 HCM Control Delay 39.2 22.6 16.6 13 17.8 84.7 14.9 19.2 18.2 16 20.8 16.4 HCM Lane LOS E C C B C F B C C C C C HCM 95th-tile Q 6.4 3.2 1.5 0.1 1.8 13.6 0.4 1.8 1.7 0.8 2.3 1.1 6.7-98 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)14 197 315 38 185 60 258 287 29 63 217 16 Future Volume (vph)14 197 315 38 185 60 258 287 29 63 217 16 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 8 Detector Phase 5 2 16638874 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 Total Split (s)14.0 43.0 15.0 44.0 44.0 28.0 42.0 42.0 20.0 34.0 Total Split (%)11.7% 35.8% 12.5% 36.7% 36.7% 23.3% 35.0% 35.0% 16.7% 28.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max C-Max None Max Max None Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 54 (45%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.7-99 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 197 315 38 185 60 258 287 29 63 217 16 Future Volume (veh/h) 14 197 315 38 185 60 258 287 29 63 217 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 16 221 354 43 208 67 290 322 33 71 244 18 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 42 762 679 77 1593 711 360 1081 482 92 845 62 Arrive On Green 0.02 0.44 0.44 0.04 0.46 0.46 0.11 0.31 0.31 0.05 0.26 0.26 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3269 240 Grp Volume(v), veh/h 16 221 354 43 208 67 290 322 33 71 128 134 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1778 Q Serve(g_s), s 1.1 9.8 20.0 2.9 4.1 2.9 10.1 8.5 1.8 4.9 7.1 7.2 Cycle Q Clear(g_c), s 1.1 9.8 20.0 2.9 4.1 2.9 10.1 8.5 1.8 4.9 7.1 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 42 762 679 77 1593 711 360 1081 482 92 447 460 V/C Ratio(X) 0.38 0.29 0.52 0.56 0.13 0.09 0.81 0.30 0.07 0.77 0.29 0.29 Avail Cap(c_a), veh/h 137 762 679 152 1593 711 659 1081 482 224 447 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 21.6 24.4 56.2 18.6 18.3 52.4 31.3 29.0 56.1 35.6 35.7 Incr Delay (d2), s/veh 4.7 0.8 2.4 6.2 0.2 0.3 4.3 0.7 0.3 12.9 1.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.9 7.2 1.4 1.6 1.0 4.3 3.5 0.7 2.4 3.1 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.4 22.4 26.8 62.4 18.7 18.5 56.7 32.0 29.3 69.0 37.2 37.3 LnGrp LOS E C C EBBECCEDD Approach Vol, veh/h 591 318 645 333 Approach Delay, s/veh 26.1 24.6 42.9 44.0 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.8 57.3 17.3 35.5 7.4 59.8 10.8 42.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 38.5 23.5 29.5 9.5 39.5 15.5 37.5 Max Q Clear Time (g_c+I1), s 4.9 22.0 12.1 9.2 3.1 6.1 6.9 10.5 Green Ext Time (p_c), s 0.0 2.9 0.7 1.2 0.0 1.3 0.1 1.9 Intersection Summary HCM 6th Ctrl Delay 34.8 HCM 6th LOS C 6.7-100 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)69 420 54 26 380 63 124 240 17 51 206 56 Future Volume (vph)69 420 54 26 380 63 124 240 17 51 206 56 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 49.0 49.0 15.0 41.0 41.0 20.0 41.0 41.0 15.0 36.0 36.0 Total Split (%)19.2% 40.8% 40.8% 12.5% 34.2% 34.2% 16.7% 34.2% 34.2% 12.5% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.7-101 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 420 54 26 380 63 124 240 17 51 206 56 Future Volume (veh/h) 69 420 54 26 380 63 124 240 17 51 206 56 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 79 483 62 30 437 72 143 276 20 59 237 64 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 101 1587 708 64 1514 675 201 1052 469 169 1019 454 Arrive On Green 0.06 0.46 0.46 0.04 0.44 0.44 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 79 483 62 30 437 72 143 276 20 59 237 64 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.4 10.5 2.7 2.0 9.8 3.3 5.0 7.2 1.1 2.0 6.2 3.7 Cycle Q Clear(g_c), s 5.4 10.5 2.7 2.0 9.8 3.3 5.0 7.2 1.1 2.0 6.2 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 101 1587 708 64 1514 675 201 1052 469 169 1019 454 V/C Ratio(X) 0.79 0.30 0.09 0.47 0.29 0.11 0.71 0.26 0.04 0.35 0.23 0.14 Avail Cap(c_a), veh/h 267 1587 708 152 1514 675 435 1052 469 294 1019 454 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.8 20.4 18.3 56.6 21.7 19.9 55.4 31.6 29.4 55.1 32.1 31.2 Incr Delay (d2), s/veh 12.5 0.5 0.2 5.3 0.5 0.3 4.6 0.6 0.2 1.2 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 4.2 1.0 1.0 3.8 1.2 2.2 3.0 0.4 0.9 2.6 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.3 20.9 18.6 61.9 22.2 20.2 60.0 32.2 29.6 56.3 32.6 31.8 LnGrp LOS E C B E C C E C C E C C Approach Vol, veh/h 624 539 439 360 Approach Delay, s/veh 26.7 24.1 41.1 36.3 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.5 41.0 8.9 59.6 11.7 39.8 11.5 57.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 36.5 10.5 44.5 15.5 31.5 18.5 36.5 Max Q Clear Time (g_c+I1), s 4.0 9.2 4.0 12.5 7.0 8.2 7.4 11.8 Green Ext Time (p_c), s 0.1 1.6 0.0 3.3 0.2 1.4 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 31.0 HCM 6th LOS C 6.7-102 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)69 335 62 32 333 25 100 246 48 39 238 99 Future Volume (vph)69 335 62 32 333 25 100 246 48 39 238 99 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 47.0 47.0 17.0 42.0 42.0 18.0 41.0 41.0 15.0 38.0 38.0 Total Split (%)18.3% 39.2% 39.2% 14.2% 35.0% 35.0% 15.0% 34.2% 34.2% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.7-103 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 335 62 32 333 25 100 246 48 39 238 99 Future Volume (veh/h) 69 335 62 32 333 25 100 246 48 39 238 99 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 70 342 63 33 340 26 102 251 49 40 243 101 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 91 1605 716 67 1558 695 190 1052 469 145 1006 449 Arrive On Green 0.05 0.46 0.46 0.04 0.45 0.45 0.06 0.30 0.30 0.04 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 70 342 63 33 340 26 102 251 49 40 243 101 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 4.8 7.1 2.7 2.2 7.2 1.1 3.5 6.5 2.7 1.4 6.4 6.0 Cycle Q Clear(g_c), s 4.8 7.1 2.7 2.2 7.2 1.1 3.5 6.5 2.7 1.4 6.4 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 91 1605 716 67 1558 695 190 1052 469 145 1006 449 V/C Ratio(X) 0.77 0.21 0.09 0.49 0.22 0.04 0.54 0.24 0.10 0.28 0.24 0.23 Avail Cap(c_a), veh/h 253 1605 716 181 1558 695 379 1052 469 294 1006 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 19.1 18.0 56.5 20.1 18.4 55.1 31.3 30.0 55.6 32.5 32.3 Incr Delay (d2), s/veh 12.5 0.3 0.2 5.4 0.3 0.1 2.4 0.5 0.4 1.0 0.6 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.8 1.0 1.1 2.8 0.4 1.5 2.7 1.0 0.6 2.7 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.6 19.4 18.2 61.9 20.4 18.5 57.5 31.9 30.5 56.6 33.0 33.5 LnGrp LOS EBBECBECCECC Approach Vol, veh/h 475 399 402 384 Approach Delay, s/veh 26.5 23.7 38.2 35.6 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 60.2 11.3 39.4 10.8 58.5 9.7 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 42.5 13.5 33.5 17.5 37.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 4.2 9.1 5.5 8.4 6.8 9.2 3.4 8.5 Green Ext Time (p_c), s 0.0 2.3 0.1 1.6 0.1 2.0 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 30.8 HCM 6th LOS C 6.7-104 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 386 5 250 30 472 192 27 Future Volume (vph)8 10 13 43 7 386 5 250 30 472 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-105 HCM 6th AWSC EAPC (2023) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh57.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 43 7 386 5 250 30 472 192 27 Future Vol, veh/h 8 10 13 43 7 386 5 250 30 472 192 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 48 8 429 6 278 33 524 213 30 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 12.8 39.6 15.8 88.1 HCM LOS B E C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %4% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %96% 81% 0% 100% 20% 0% 100% 0% 0% 100% 70% Vol Right, %0% 19% 0% 0% 80% 0% 0% 100% 0% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 130 155 8 7 16 43 7 386 472 128 91 LT Vol 50800430047200 Through Vol 125 125 073070012864 RT Vol 0 30 0 0 13 0 0 386 0 0 27 Lane Flow Rate 144 172 9 7 18 48 8 429 524 142 101 Geometry Grp 88888888888 Degree of Util (X) 0.33 0.387 0.025 0.019 0.045 0.111 0.017 0.871 1.166 0.296 0.205 Departure Headway (Hd) 8.467 8.31310.453 9.935 9.358 8.828 8.319 7.607 8.002 7.499 7.29 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 428 436 345 362 385 408 433 480 456 481 493 Service Time 6.167 6.013 8.153 7.635 7.058 6.528 6.019 5.307 5.727 5.224 5.015 HCM Lane V/C Ratio 0.336 0.394 0.026 0.019 0.047 0.118 0.018 0.894 1.149 0.295 0.205 HCM Control Delay 15.3 16.2 13.4 12.8 12.5 12.6 11.2 43.1 123 13.4 11.9 HCM Lane LOS C C BBBBBEFBB HCM 95th-tile Q 1.4 1.8 0.1 0.1 0.1 0.4 0.1 9.2 19.4 1.2 0.8 6.7-106 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 386 5 250 30 472 192 27 Future Volume (vph)8 10 13 43 7 386 5 250 30 472 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 4 8 2 2 6 6 Permitted Phases 4 8 8 6 Detector Phase 4 4 88822 666 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Total Split (s)45.0 45.0 45.0 45.0 45.0 37.0 37.0 38.0 38.0 38.0 Total Split (%)37.5% 37.5% 37.5% 37.5% 37.5% 30.8% 30.8% 31.7% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.7-107 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 43 7 386 5 250 30 472 192 27 Future Volume (veh/h) 8 10 13 43 7 386 5 250 30 472 192 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 48 8 429 6 278 33 524 213 30 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 338 511 456 461 538 456 20 975 121 939 966 431 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.31 0.31 0.31 0.28 0.28 0.28 Sat Flow, veh/h 952 1730 1543 1386 1821 1543 65 3117 387 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 48 8 429 168 0 149 524 213 30 Grp Sat Flow(s),veh/h/ln 952 1730 1543 1386 1821 1543 1818 0 1752 1682 1730 1543 Q Serve(g_s), s 0.8 0.5 0.8 3.1 0.4 32.5 8.4 0.0 7.7 16.0 5.7 1.7 Cycle Q Clear(g_c), s 1.2 0.5 0.8 3.8 0.4 32.5 8.4 0.0 7.7 16.0 5.7 1.7 Prop In Lane 1.00 1.00 1.00 1.00 0.04 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 338 511 456 461 538 456 569 0 548 939 966 431 V/C Ratio(X) 0.03 0.02 0.03 0.10 0.01 0.94 0.29 0.00 0.27 0.56 0.22 0.07 Avail Cap(c_a), veh/h 378 584 521 519 615 521 569 0 548 939 966 431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.89 0.89 0.89 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.3 30.0 30.1 31.4 29.9 41.2 31.2 0.0 31.0 36.9 33.2 31.8 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 22.1 1.3 0.0 1.2 2.4 0.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.2 0.3 1.0 0.2 14.4 3.7 0.0 3.3 6.5 2.3 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.4 30.0 30.1 31.5 29.9 63.3 32.5 0.0 32.2 39.3 33.7 32.1 LnGrp LOS CCCCCECACDCC Approach Vol, veh/h 34 485 317 767 Approach Delay, s/veh 30.1 59.6 32.4 37.5 Approach LOS C E C D Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 42.0 40.0 38.0 40.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 40.5 33.5 40.5 Max Q Clear Time (g_c+I1), s 10.4 3.2 18.0 34.5 Green Ext Time (p_c), s 1.5 0.1 2.8 0.9 Intersection Summary HCM 6th Ctrl Delay 43.0 HCM 6th LOS D 6.7-108 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 123 373 277 12 368 303 239 496 32 183 476 83 Future Volume (vph) 123 373 277 12 368 303 239 496 32 183 476 83 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.7-109 HCM 6th Roundabout EAPC (2023) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 61.7 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 831 735 824 798 Demand Flow Rate, veh/h 848 750 841 814 Vehicles Circulating, veh/h 736 941 745 679 Vehicles Exiting, veh/h 666 610 535 679 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 20.4 17.9 140.2 64.1 Approach LOS C C F F Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 304 4.976 333 4.976 35 4.976 91 Entry Flow, veh/h 544 1887 417 1887 806 1887 723 1887 Cap Entry Lane, veh/h 651 0.980 528 0.980 645 0.980 690 0.980 Entry HV Adj Factor 0.980 298 0.981 326 0.981 34 0.980 89 Flow Entry, veh/h 533 1850 409 1850 790 1850 709 1850 Cap Entry, veh/h 638 0.161 518 0.176 633 0.018 677 0.048 V/C Ratio 0.835 0.0 0.789 0.0 1.249 0.0 1.047 0.0 Control Delay, s/veh 31.8 A 32.1 A 146.2 A 72.1 A LOS D1D1F0F0 95th %tile Queue, veh 9 7 30 18 6.7-110 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 12411613881134075951 Future Volume (vph)37 12411613881134075951 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 52.0 20.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 43.3% 16.7% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 110 (92%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.7-111 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 12411613881134075951 Future Volume (veh/h) 37 12411613881134075951 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 40 12411714947144381655 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 62 1 199 55 8 199 65 3193 47 132 3195 215 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.04 0.63 0.63 0.05 0.45 0.45 Sat Flow, veh/h 24 6 1543 11 62 1543 1734 5048 75 1734 4759 320 Grp Volume(v), veh/h 41 0250171462233943567304 Grp Sat Flow(s),veh/h/ln 30 0 1543 73 0 1543 1734 1657 1808 1734 1657 1764 Q Serve(g_s), s 0.3 0.0 0.1 0.1 0.0 1.2 0.9 10.2 10.2 2.9 12.8 12.8 Cycle Q Clear(g_c), s 15.4 0.0 0.1 15.3 0.0 1.2 0.9 10.2 10.2 2.9 12.8 12.8 Prop In Lane 0.98 1.00 0.80 1.00 1.00 0.04 1.00 0.18 Lane Grp Cap(c), veh/h 63 0 199 63 0 199 65 2097 1144 132 2226 1184 V/C Ratio(X) 0.65 0.00 0.01 0.08 0.00 0.09 0.22 0.30 0.30 0.33 0.25 0.26 Avail Cap(c_a), veh/h 374 0 540 391 0 540 173 2097 1144 202 2226 1184 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.76 0.76 0.76 Uniform Delay (d), s/veh 59.7 0.0 45.6 46.6 0.0 46.1 56.1 10.0 10.0 54.0 14.4 14.4 Incr Delay (d2), s/veh 21.5 0.0 0.0 1.1 0.0 0.4 3.5 0.4 0.7 2.3 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.1 0.2 0.0 0.5 0.5 3.3 3.6 1.3 4.7 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.2 0.0 45.7 47.7 0.0 46.5 59.6 10.3 10.6 56.3 14.6 14.8 LnGrp LOS F A D D A D EBBEBB Approach Vol, veh/h 43 22 975 914 Approach Delay, s/veh 79.5 46.7 11.1 16.6 Approach LOS E D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.1 83.3 21.6 10.5 88.0 21.6 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 44.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.9 12.2 17.4 2.9 14.8 17.3 Green Ext Time (p_c), s 0.1 12.3 0.3 0.0 10.9 0.1 Intersection Summary HCM 6th Ctrl Delay 15.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 6.7-112 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 291 75 68 321 209 123 748 63 131 697 362 Future Volume (vph) 256 291 75 68 321 209 123 748 63 131 697 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.7-113 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 291 75 68 321 209 123 748 63 131 697 362 Future Volume (veh/h) 256 291 75 68 321 209 123 748 63 131 697 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 297 77 69 328 213 126 763 64 134 711 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1112 496 156 491 416 171 1316 409 333 1318 409 Arrive On Green 0.14 0.32 0.32 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 297 77 69 328 213 126 763 64 134 711 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 7.6 4.3 4.5 19.3 14.0 8.6 17.7 4.6 4.5 14.7 27.7 Cycle Q Clear(g_c), s 17.0 7.6 4.3 4.5 19.3 14.0 8.6 17.7 4.6 4.5 14.7 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1112 496 156 491 416 171 1316 409 333 1318 409 V/C Ratio(X) 1.06 0.27 0.16 0.44 0.67 0.51 0.74 0.58 0.16 0.40 0.54 0.90 Avail Cap(c_a), veh/h 246 1112 496 173 491 416 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 30.2 29.1 51.7 39.0 37.1 56.5 48.3 42.4 50.7 37.8 42.6 Incr Delay (d2), s/veh 74.8 0.6 0.7 0.7 7.0 4.4 12.9 0.7 0.2 0.3 0.5 22.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 3.2 1.6 2.0 9.3 5.6 4.4 7.9 1.8 1.8 5.7 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 126.3 30.8 29.7 52.5 46.1 41.6 69.4 49.0 42.6 51.0 38.3 64.7 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 635 610 953 1214 Approach Delay, s/veh 69.9 45.2 51.3 47.7 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.9 39.3 16.8 46.1 17.8 39.3 23.0 39.9 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 6.5 19.7 6.5 9.6 10.6 29.7 19.0 21.3 Green Ext Time (p_c), s 0.1 5.3 0.0 3.8 0.0 2.1 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 52.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.7-114 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)37 12 8 166 138 62 Future Volume (vph)37 12 8 166 138 62 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-115 HCM 6th AWSC EAPC (2023) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 37 12 8 166 138 62 Future Vol, veh/h 37 12 8 166 138 62 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 45 14 10 200 166 75 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 8.9 8.8 9.6 HCM LOS A A A Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %76% 0% 0% 100% 0% Vol Thru, %24% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 49 8 166 138 62 LT Vol 37 0 0 138 0 Through Vol 12 8000 RT Vol 0 0 166 0 62 Lane Flow Rate 59 10 200 166 75 Geometry Grp 47777 Degree of Util (X) 0.088 0.014 0.252 0.262 0.093 Departure Headway (Hd)5.357 5.242 4.538 5.664 4.459 Convergence, Y/N Yes Yes Yes Yes Yes Cap 668 683 792 633 802 Service Time 3.394 2.968 2.264 3.402 2.197 HCM Lane V/C Ratio 0.088 0.015 0.253 0.262 0.094 HCM Control Delay 8.9 8 8.8 10.4 7.7 HCM Lane LOS AAABA HCM 95th-tile Q 0.3 0 1 1 0.3 6.7-116 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)22 52 100 7 61 159 106 197 10 75 116 36 Future Volume (vph)22 52 100 7 61 159 106 197 10 75 116 36 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-117 HCM 6th AWSC EAPC (2023) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 13.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 52 100 7 61 159 106 197 10 75 116 36 Future Vol, veh/h 22 52 100 7 61 159 106 197 10 75 116 36 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 24 57 110 8 67 175 116 216 11 82 127 40 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 11.4 15.1 14.1 11.9 HCM LOS B C B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 30% 0% 3% 100% 0% 0% Vol Thru, %0% 95% 70% 0% 27% 0% 100% 0% Vol Right, %0% 5% 0% 100% 70% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 106 207 74 100 227 75 116 36 LT Vol 106 0 22 0 7 75 0 0 Through Vol 0 197 52 0 61 0 116 0 RT Vol 0 10 0 100 159 0 0 36 Lane Flow Rate 116 227 81 110 249 82 127 40 Geometry Grp 88888888 Degree of Util (X) 0.241 0.436 0.17 0.203 0.463 0.176 0.254 0.071 Departure Headway (Hd)7.444 6.899 7.518 6.655 6.685 7.683 7.172 6.458 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 482 523 477 538 539 467 501 554 Service Time 5.185 4.639 5.263 4.4 4.425 5.428 4.917 4.202 HCM Lane V/C Ratio 0.241 0.434 0.17 0.204 0.462 0.176 0.253 0.072 HCM Control Delay 12.5 14.9 11.8 11.1 15.1 12.1 12.4 9.7 HCM Lane LOS BBBBCBBA HCM 95th-tile Q 0.9 2.2 0.6 0.8 2.4 0.6 1 0.2 6.7-118 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 69 54 16 54 34 42 320 27 23 198 40 Future Volume (vph)42 69 54 16 54 34 42 320 27 23 198 40 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-119 HCM 6th AWSC EAPC (2023) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 16.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 69 54 16 54 34 42 320 27 23 198 40 Future Vol, veh/h 42 69 54 16 54 34 42 320 27 23 198 40 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 50 82 64 19 64 40 50 381 32 27 236 48 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 12.4 11.3 21.5 13.4 HCM LOS B B C B Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %11% 25% 15% 10% 0% Vol Thru, %82% 42% 52% 90% 0% Vol Right, % 7% 33% 33% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 389 165 104 221 40 LT Vol 42 42 16 23 0 Through Vol 320 69 54 198 0 RT Vol 27 54 34 0 40 Lane Flow Rate 463 196 124 263 48 Geometry Grp 52277 Degree of Util (X) 0.715 0.337 0.222 0.456 0.072 Departure Headway (Hd)5.558 6.182 6.458 6.24 5.475 Convergence, Y/N Yes Yes Yes Yes Yes Cap 648 576 560 574 648 Service Time 3.633 4.281 4.458 4.026 3.26 HCM Lane V/C Ratio 0.715 0.34 0.221 0.458 0.074 HCM Control Delay 21.5 12.4 11.3 14.2 8.7 HCM Lane LOS C BBBA HCM 95th-tile Q 6 1.5 0.8 2.4 0.2 6.7-120 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 69 54 16 54 34 42 320 27 23 198 40 Future Volume (vph)42 69 54 16 54 34 42 320 27 23 198 40 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)30.5 30.5 30.5 30.5 37.0 37.0 30.5 30.5 30.5 Total Split (s)43.0 43.0 43.0 43.0 77.0 77.0 77.0 77.0 77.0 Total Split (%)35.8% 35.8% 35.8% 35.8% 64.2% 64.2% 64.2% 64.2% 64.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.7-121 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 69 54 16 54 34 42 320 27 23 198 40 Future Volume (veh/h) 42 69 54 16 54 34 42 320 27 23 198 40 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 50 82 64 19 64 40 50 381 32 27 236 48 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %222222222222 Cap, veh/h 85 108 75 56 137 76 151 1124 92 143 1223 1210 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.78 0.78 0.78 0.78 0.78 0.78 Sat Flow, veh/h 334 764 532 149 975 542 150 1433 118 140 1559 1543 Grp Volume(v), veh/h 196 0 0 123 0 0 463 0 0 263 0 48 Grp Sat Flow(s),veh/h/ln 1630 0 0 1667 0 0 1701 0 0 1699 0 1543 Q Serve(g_s), s 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 Cycle Q Clear(g_c), s 14.0 0.0 0.0 8.0 0.0 0.0 9.0 0.0 0.0 4.4 0.0 0.8 Prop In Lane 0.26 0.33 0.15 0.33 0.11 0.07 0.10 1.00 Lane Grp Cap(c), veh/h 267 0 0 269 0 0 1367 0 0 1365 0 1210 V/C Ratio(X) 0.73 0.00 0.00 0.46 0.00 0.00 0.34 0.00 0.00 0.19 0.00 0.04 Avail Cap(c_a), veh/h 549 0 0 559 0 0 1367 0 0 1365 0 1210 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.1 0.0 0.0 47.7 0.0 0.0 3.8 0.0 0.0 3.3 0.0 2.9 Incr Delay (d2), s/veh 3.9 0.0 0.0 1.2 0.0 0.0 0.7 0.0 0.0 0.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 0.0 0.0 3.5 0.0 0.0 2.4 0.0 0.0 1.2 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.0 0.0 0.0 48.9 0.0 0.0 4.4 0.0 0.0 3.6 0.0 2.9 LnGrp LOS D A A D AAAAAAAA Approach Vol, veh/h 196 123 463 311 Approach Delay, s/veh 54.0 48.9 4.4 3.5 Approach LOS D D A A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 98.6 21.4 98.6 21.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 72.5 38.5 72.5 38.5 Max Q Clear Time (g_c+I1), s 11.0 16.0 6.4 10.0 Green Ext Time (p_c), s 2.9 0.9 1.6 0.7 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B 6.7-122 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 108 12 22 66 25 19 302 37 56 198 9 Future Volume (vph)0 108 12 22 66 25 19 302 37 56 198 9 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-123 HCM 6th AWSC EAPC (2023) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh16.2 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 108 12 22 66 25 19 302 37 56 198 9 Future Vol, veh/h 0 108 12 22 66 25 19 302 37 56 198 9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 127 14 26 78 29 22 355 44 66 233 11 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 11.7 12.7 22.1 11.6 HCM LOS B B C B Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 19% 100% 0% 0% Vol Thru, %0% 89% 100% 100% 0% 58% 0% 100% 88% Vol Right, %0% 11% 0% 0% 100% 22% 0% 0% 12% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 339 0 108 12 113 56 132 75 LT Vol 190000225600 Through Vol 0 302 0 108 0 66 0 132 66 RT Vol 0 37 0 0 12 25 0 0 9 Lane Flow Rate 22 399 0 127 14 133 66 155 88 Geometry Grp 887778888 Degree of Util (X) 0.043 0.702 0 0.245 0.024 0.271 0.132 0.289 0.162 Departure Headway (Hd) 6.92 6.335 6.942 6.942 6.231 7.339 7.217 6.709 6.623 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 514 566 0 513 569 492 493 531 536 Service Time 4.704 4.119 4.741 4.741 4.03 5.039 5.016 4.507 4.422 HCM Lane V/C Ratio 0.043 0.705 0 0.248 0.025 0.27 0.134 0.292 0.164 HCM Control Delay 10 22.8 9.7 12 9.2 12.7 11.1 12.3 10.7 HCM Lane LOS A C N BABBBB HCM 95th-tile Q 0.1 5.6 0 1 0.1 1.1 0.5 1.2 0.6 6.7-124 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)34 153 38 28 239 52 69 316 17 51 256 96 Future Volume (vph)34 153 38 28 239 52 69 316 17 51 256 96 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-125 HCM 6th AWSC EAPC (2023) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 95.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 153 38 28 239 52 69 316 17 51 256 96 Future Vol, veh/h 34 153 38 28 239 52 69 316 17 51 256 96 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 42 189 47 35 295 64 85 390 21 63 316 119 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 26.8 82.5 183.6 56.4 HCM LOS D F F F Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %17% 100% 0% 9% 17% 0% Vol Thru, %79% 0% 80% 75% 83% 0% Vol Right, % 4% 0% 20% 16% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 402 34 191 319 307 96 LT Vol 69 34 0 28 51 0 Through Vol 316 0 153 239 256 0 RT Vol 17 0 38 52 0 96 Lane Flow Rate 496 42 236 394 379 119 Geometry Grp 677677 Degree of Util (X) 1.307 0.118 0.622 1.007 0.958 0.274 Departure Headway (Hd)9.484 11.108 10.434 10.132 9.923 9.101 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 382 325 349 362 368 397 Service Time 7.556 8.808 8.134 8.132 7.623 6.801 HCM Lane V/C Ratio 1.298 0.129 0.676 1.088 1.03 0.3 HCM Control Delay 183.6 15.3 28.9 82.5 69.3 15.2 HCM Lane LOS F C D F F C HCM 95th-tile Q 22.6 0.4 4 11.7 10.5 1.1 6.7-126 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)34 153 38 28 239 52 69 316 17 51 256 96 Future Volume (vph)34 153 38 28 239 52 69 316 17 51 256 96 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)50.0 50.0 50.0 50.0 70.0 70.0 70.0 70.0 70.0 Total Split (%)41.7% 41.7% 41.7% 41.7% 58.3% 58.3% 58.3% 58.3% 58.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.7-127 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 153 38 28 239 52 69 316 17 51 256 96 Future Volume (veh/h) 34 153 38 28 239 52 69 316 17 51 256 96 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 42 189 47 35 295 64 85 390 21 63 316 119 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, %222222222222 Cap, veh/h 166 388 96 57 339 71 184 822 43 183 896 1002 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.65 0.65 0.65 0.65 0.65 0.65 Sat Flow, veh/h 1022 1408 350 89 1232 256 229 1266 66 228 1380 1543 Grp Volume(v), veh/h 42 0 236 394 0 0 496 0 0 379 0 119 Grp Sat Flow(s),veh/h/ln 1022 0 1758 1576 0 0 1561 0 0 1608 0 1543 Q Serve(g_s), s 0.0 0.0 13.5 15.8 0.0 0.0 8.4 0.0 0.0 0.0 0.0 3.5 Cycle Q Clear(g_c), s 13.9 0.0 13.5 29.3 0.0 0.0 19.8 0.0 0.0 11.4 0.0 3.5 Prop In Lane 1.00 0.20 0.09 0.16 0.17 0.04 0.17 1.00 Lane Grp Cap(c), veh/h 166 0 484 467 0 0 1049 0 0 1079 0 1002 V/C Ratio(X) 0.25 0.00 0.49 0.84 0.00 0.00 0.47 0.00 0.00 0.35 0.00 0.12 Avail Cap(c_a), veh/h 272 0 667 641 0 0 1049 0 0 1079 0 1002 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 36.5 0.0 36.4 42.2 0.0 0.0 10.6 0.0 0.0 9.3 0.0 8.0 Incr Delay (d2), s/veh 0.8 0.0 0.8 7.4 0.0 0.0 1.5 0.0 0.0 0.9 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 5.6 11.6 0.0 0.0 6.2 0.0 0.0 4.0 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.3 0.0 37.1 49.6 0.0 0.0 12.1 0.0 0.0 10.2 0.0 8.2 LnGrp LOS D A D D AABAABAA Approach Vol, veh/h 278 394 496 498 Approach Delay, s/veh 37.2 49.6 12.1 9.7 Approach LOS D D B A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 82.4 37.6 82.4 37.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 65.5 45.5 65.5 45.5 Max Q Clear Time (g_c+I1), s 21.8 15.9 13.4 31.3 Green Ext Time (p_c), s 3.3 1.4 2.7 1.8 Intersection Summary HCM 6th Ctrl Delay 24.5 HCM 6th LOS C 6.7-128 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 316 38 27 330 131 43 292 41 103 288 59 Future Volume (vph) 101 316 38 27 330 131 43 292 41 103 288 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-129 HCM 6th AWSC EAPC (2023) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 89 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 101 316 38 27 330 131 43 292 41 103 288 59 Future Vol, veh/h 101 316 38 27 330 131 43 292 41 103 288 59 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 122 381 46 33 398 158 52 352 49 124 347 71 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 96.5 48.6 208.1 25.7 HCM LOS F E F D Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %11% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %78% 0% 100% 0% 0% 100% 46% 0% 100% 62% Vol Right, %11% 0% 0% 100% 0% 0% 54% 0% 0% 38% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 376 101 316 38 27 220 241 103 192 155 LT Vol 43 101 0 0 27 0 0 103 0 0 Through Vol 292 0 316 0 0 220 110 0 192 96 RT Vol 41 0 0 38 0 0 131 0 0 59 Lane Flow Rate 453 122 381 46 33 265 290 124 231 187 Geometry Grp 8888888777 Degree of Util (X) 1.355 0.38 1.137 0.128 0.101 0.786 0.831 0.354 0.628 0.493 Departure Headway (Hd) 11.03112.54712.00711.252 12.6812.13811.72511.50110.96710.682 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 335 288 305 320 284 300 311 315 331 340 Service Time 8.73110.247 9.707 8.952 10.38 9.838 9.425 9.201 8.667 8.382 HCM Lane V/C Ratio 1.352 0.424 1.249 0.144 0.116 0.883 0.932 0.394 0.698 0.55 HCM Control Delay 208.1 22.7 129.8 15.6 16.8 48 52.8 20.4 30.5 23.3 HCM Lane LOS F C F C C E F C D C HCM 95th-tile Q 22 1.7 14.2 0.4 0.3 6.2 7.1 1.5 4 2.6 6.7-130 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 101 316 38 27 330 131 43 292 41 103 288 59 Future Volume (vph) 101 316 38 27 330 131 43 292 41 103 288 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 2684 Permitted Phases 2 2 6 6 8 4 Detector Phase 22266688 44 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)28.0 28.0 28.0 28.0 28.0 28.0 32.0 32.0 32.0 32.0 Total Split (%)46.7% 46.7% 46.7% 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max C-Max C-Max C-Max C-Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 27 (45%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.7-131 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 101 316 38 27 330 131 43 292 41 103 288 59 Future Volume (veh/h) 101 316 38 27 330 131 43 292 41 103 288 59 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 122 381 46 33 398 158 52 352 49 124 347 71 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 387 713 604 342 1355 604 120 637 84 512 1314 266 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 853 1821 1543 961 3460 1543 115 1389 182 984 2867 580 Grp Volume(v), veh/h 122 381 46 33 398 158 453 0 0 124 208 210 Grp Sat Flow(s),veh/h/ln 853 1821 1543 961 1730 1543 1687 0 0 984 1730 1717 Q Serve(g_s), s 6.9 9.7 1.1 1.6 4.7 4.2 0.6 0.0 0.0 0.0 4.4 4.5 Cycle Q Clear(g_c), s 11.6 9.7 1.1 11.3 4.7 4.2 11.1 0.0 0.0 7.4 4.4 4.5 Prop In Lane 1.00 1.00 1.00 1.00 0.11 0.11 1.00 0.34 Lane Grp Cap(c), veh/h 387 713 604 342 1355 604 840 0 0 512 793 787 V/C Ratio(X) 0.32 0.53 0.08 0.10 0.29 0.26 0.54 0.00 0.00 0.24 0.26 0.27 Avail Cap(c_a), veh/h 387 713 604 342 1355 604 840 0 0 512 793 787 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.5 14.0 11.4 18.4 12.5 12.4 11.8 0.0 0.0 10.8 10.0 10.0 Incr Delay (d2), s/veh 2.1 2.9 0.2 0.6 0.6 1.1 2.5 0.0 0.0 1.1 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 3.5 0.3 0.4 1.5 1.3 3.7 0.0 0.0 1.0 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.7 16.9 11.7 18.9 13.1 13.4 14.3 0.0 0.0 11.9 10.8 10.9 LnGrp LOS BBBBBBBAABBB Approach Vol, veh/h 549 589 453 542 Approach Delay, s/veh 16.9 13.5 14.3 11.1 Approach LOS BBBB Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 28.0 32.0 28.0 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 27.5 23.5 27.5 Max Q Clear Time (g_c+I1), s 13.6 9.4 13.3 13.1 Green Ext Time (p_c), s 2.0 2.6 2.1 2.2 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B 6.7-132 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 229 37 31 342 123 25 417 27 73 358 42 Future Volume (vph)30 229 37 31 342 123 25 417 27 73 358 42 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)27.0 27.0 27.0 27.0 27.0 11.5 11.5 21.5 11.5 21.5 Total Split (%)45.0% 45.0% 45.0% 45.0% 45.0% 19.2% 19.2% 35.8% 19.2% 35.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.7-133 HCM 6th Signalized Intersection Summary EAPC (2023) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 229 37 31 342 123 25 417 27 73 358 42 Future Volume (veh/h) 30 229 37 31 342 123 25 417 27 73 358 42 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 269 44 36 402 145 29 491 32 86 421 49 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 201 536 454 303 536 604 92 1347 88 169 1414 164 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.05 0.41 0.40 0.10 0.45 0.44 Sat Flow, veh/h 860 1821 1543 1067 1821 1543 1734 3298 214 1734 3124 362 Grp Volume(v), veh/h 35 269 44 36 402 145 29 257 266 86 232 238 Grp Sat Flow(s),veh/h/ln 860 1821 1543 1067 1821 1543 1734 1730 1783 1734 1730 1756 Q Serve(g_s), s 2.3 7.3 1.2 1.7 12.0 3.8 1.0 6.2 6.2 2.8 5.1 5.2 Cycle Q Clear(g_c), s 14.3 7.3 1.2 9.1 12.0 3.8 1.0 6.2 6.2 2.8 5.1 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 0.21 Lane Grp Cap(c), veh/h 201 536 454 303 536 604 92 707 728 169 783 795 V/C Ratio(X) 0.17 0.50 0.10 0.12 0.75 0.24 0.32 0.36 0.37 0.51 0.30 0.30 Avail Cap(c_a), veh/h 278 698 592 398 698 742 217 707 728 217 783 795 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 17.5 15.4 21.3 19.2 12.3 27.4 12.3 12.4 25.7 10.4 10.4 Incr Delay (d2), s/veh 0.4 0.7 0.1 0.2 3.3 0.2 1.9 1.4 1.4 2.4 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 2.6 0.4 0.4 4.6 1.0 0.4 2.1 2.2 1.1 1.6 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.1 18.3 15.5 21.5 22.5 12.5 29.3 13.8 13.8 28.1 11.3 11.4 LnGrp LOS C B B C C B C B B C B B Approach Vol, veh/h 348 583 552 556 Approach Delay, s/veh 18.7 19.9 14.6 14.0 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.8 28.5 21.7 7.2 31.2 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 17.0 22.5 7.0 17.0 22.5 Max Q Clear Time (g_c+I1), s 4.8 8.2 16.3 3.0 7.2 14.0 Green Ext Time (p_c), s 0.0 1.8 0.9 0.0 1.7 1.8 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B 6.7-134 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)15 82 10 2 67 3 4 129 2 12 123 15 Future Volume (vph)15 82 10 2 67 3 4 129 2 12 123 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-135 HCM 6th AWSC EAPC (2023) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 8.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 82 10 2 67 3 4 129 2 12 123 15 Future Vol, veh/h 15 82 10 2 67 3 4 129 2 12 123 15 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 16 87 11 2 71 3 4 137 2 13 131 16 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.6 8.3 8.6 8.7 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %3% 14% 3% 8% Vol Thru, %96% 77% 93% 82% Vol Right, % 1% 9% 4% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 135 107 72 150 LT Vol 4 15 2 12 Through Vol 129 82 67 123 RT Vol 2 10 3 15 Lane Flow Rate 144 114 77 160 Geometry Grp 1111 Degree of Util (X) 0.182 0.149 0.101 0.2 Departure Headway (Hd)4.571 4.701 4.756 4.513 Convergence, Y/N Yes Yes Yes Yes Cap 784 763 752 795 Service Time 2.602 2.734 2.792 2.544 HCM Lane V/C Ratio 0.184 0.149 0.102 0.201 HCM Control Delay 8.6 8.6 8.3 8.7 HCM Lane LOS AAAA HCM 95th-tile Q 0.7 0.5 0.3 0.7 6.7-136 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0004110 Future Volume (vph)0004110 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-137 HCM 6th TWSC EAPC (2023) AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 6.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 4 11 0 Future Vol, veh/h 0 0 0 4 11 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 4 12 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 4 0 - 0 2 2 Stage 1 - - - - 2 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1618 - - - 1021 1082 Stage 1 - - - - 1021 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1618 - - - 1021 1082 Mov Cap-2 Maneuver - - - - 1021 - Stage 1 - - - - 1021 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1618 - - - 1021 HCM Lane V/C Ratio ----0.012 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 6.7-138 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)36 3 14 279 246 10 Future Volume (vph)36 3 14 279 246 10 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 145 Travel Time (s)13.6 12.0 2.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-139 HCM 6th TWSC EAPC (2023) AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 36 3 14 279 246 10 Future Vol, veh/h 36 3 14 279 246 10 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 39 3 15 303 267 11 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 455 139 278 0 - 0 Stage 1 273 ----- Stage 2 182 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 534 884 1282 - - - Stage 1 748 ----- Stage 2 831 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 528 884 1282 - - - Mov Cap-2 Maneuver 593 ----- Stage 1 739 ----- Stage 2 831 ----- Approach EB NB SB HCM Control Delay, s 11.3 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1282 - 593 884 - - HCM Lane V/C Ratio 0.012 - 0.066 0.004 - - HCM Control Delay (s) 7.8 - 11.5 9.1 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0.2 0 - - 6.7-140 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 194 5 16 148 5 2 Future Volume (vph) 194 5 16 148 5 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-141 HCM 6th TWSC EAPC (2023) AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 194 5 16 148 5 2 Future Vol, veh/h 194 5 16 148 5 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 211 5 17 161 5 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 216 0 329 214 Stage 1 - - - - 214 - Stage 2 - - - - 115 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1352 - 653 825 Stage 1 - - - - 821 - Stage 2 - - - - 898 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1352 - 645 825 Mov Cap-2 Maneuver - - - - 678 - Stage 1 - - - - 810 - Stage 2 - - - - 898 - Approach EB WB NB HCM Control Delay, s 0 0.8 10.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)714 - - 1352 - HCM Lane V/C Ratio 0.011 - - 0.013 - HCM Control Delay (s) 10.1 - - 7.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 - 6.7-142 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 189 7 0 164 0 2 Future Volume (vph) 189 7 0 164 0 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-143 HCM 6th TWSC EAPC (2023) AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 189 7 0 164 0 2 Future Vol, veh/h 189 7 0 164 0 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 205 8 0 178 0 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 209 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 831 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----831 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)831 - - - HCM Lane V/C Ratio 0.003 - - - HCM Control Delay (s) 9.3 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - 6.7-144 Lanes, Volumes, Timings EAPC (2023) AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 5 0 315 251 12 Future Volume (vph)0 5 0 315 251 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 248 288 Travel Time (s)5.7 3.4 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-145 HCM 6th TWSC EAPC (2023) AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 5 0 315 251 12 Future Vol, veh/h 0 5 0 315 251 12 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 5 0 342 273 13 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 143 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 879 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 879 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 9.1 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 879 - - HCM Lane V/C Ratio - 0.006 - - HCM Control Delay (s) - 9.1 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - 0 - - 6.7-146 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 126 126 21 23 104 129 13 280 18 106 414 128 Future Volume (vph) 126 126 21 23 104 129 13 280 18 106 414 128 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-147 HCM 6th AWSC EAPC (2023) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 18.2 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 126 126 21 23 104 129 13 280 18 106 414 128 Future Vol, veh/h 126 126 21 23 104 129 13 280 18 106 414 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 137 137 23 25 113 140 14 304 20 115 450 139 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 15.9 15.4 17 20.9 HCM LOS CCCC Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 84% 0% 100% 0% 0% 100% 21% 0% 100% Vol Right, %0% 0% 16% 0% 0% 100% 0% 0% 79% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 13 187 111 126 126 21 23 69 164 106 276 LT Vol 13 0 0 126 0 0 23 0 0 106 0 Through Vol 0 187 93 0 126 0 0 69 35 0 276 RT Vol 0 0 18 0 0 21 0 0 129 0 0 Lane Flow Rate 14 203 121 137 137 23 25 75 178 115 300 Geometry Grp 88888888888 Degree of Util (X) 0.035 0.479 0.282 0.349 0.33 0.051 0.064 0.183 0.406 0.265 0.647 Departure Headway (Hd)9.002 8.502 8.389 9.168 8.668 7.968 9.26 8.76 8.208 8.269 7.769 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 396 422 426 390 414 447 385 408 436 433 462 Service Time 6.795 6.295 6.182 6.961 6.461 5.761 7.056 6.556 6.004 6.047 5.547 HCM Lane V/C Ratio 0.035 0.481 0.284 0.351 0.331 0.051 0.065 0.184 0.408 0.266 0.649 HCM Control Delay 12.1 18.9 14.5 16.8 15.7 11.2 12.7 13.5 16.6 14 23.8 HCM Lane LOS B C B C C B B B C B C HCM 95th-tile Q 0.1 2.5 1.1 1.5 1.4 0.2 0.2 0.7 1.9 1.1 4.5 6.7-148 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)57 85 1 433 51 66 536 Future Volume (vph)57 85 1 433 51 66 536 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)21.0 21.0 12.0 26.0 26.0 13.0 27.0 Total Split (%)35.0% 35.0% 20.0% 43.3% 43.3% 21.7% 45.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.7-149 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 57 85 1 433 51 66 536 Future Volume (veh/h) 57 85 1 433 51 66 536 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 64 96 487 57 74 602 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 203 180 1269 566 549 2594 Arrive On Green 0.12 0.12 0.37 0.37 0.32 0.75 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 64 96 487 57 74 602 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 2.0 3.5 6.2 0.8 1.8 3.2 Cycle Q Clear(g_c), s 2.0 3.5 6.2 0.8 1.8 3.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 203 180 1269 566 549 2594 V/C Ratio(X) 0.32 0.53 0.38 0.10 0.13 0.23 Avail Cap(c_a), veh/h 491 437 1269 566 549 2594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.3 24.9 14.0 4.4 14.6 2.3 Incr Delay (d2), s/veh 0.9 2.4 0.9 0.4 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 1.2 2.1 0.4 0.6 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.2 27.4 14.9 4.7 14.8 2.5 LnGrp LOS C C BABA Approach Vol, veh/h 160 544 676 Approach Delay, s/veh 26.5 13.8 3.8 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 23.0 26.0 49.0 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 21.5 22.5 16.5 Max Q Clear Time (g_c+I1), s 3.8 8.2 5.2 5.5 Green Ext Time (p_c), s 0.0 2.5 3.3 0.3 Intersection Summary HCM 6th Ctrl Delay 10.4 HCM 6th LOS B Notes User approved ignoring U-Turning movement. 6.7-150 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 278 379 31 164 95 313 394 77 74 291 15 Future Volume (vph)19 278 379 31 164 95 313 394 77 74 291 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-151 HCM 6th AWSC EAPC (2023) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh96.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 278 379 31 164 95 313 394 77 74 291 15 Future Vol, veh/h 19 278 379 31 164 95 313 394 77 74 291 15 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 21 312 426 35 184 107 352 443 87 83 327 17 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 203.6 24.7 61.9 30.3 HCM LOS F C F D Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 63% 0% 100% 20% 0% 100% 37% 0% 100% 87% Vol Right, %0% 0% 37% 0% 0% 80% 0% 0% 63% 0% 0% 13% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 313 263 208 19 185 472 31 109 150 74 194 112 LT Vol 313 0 0 19 0 0 31 0 0 74 0 0 Through Vol 0 263 131 0 185 93 0 109 55 0 194 97 RT Vol 0 0 77 0 0 379 0 0 95 0 0 15 Lane Flow Rate 352 295 234 21 208 530 35 123 168 83 218 126 Geometry Grp 888888888888 Degree of Util (X) 1.032 0.826 0.639 0.067 0.633 1.531 0.119 0.403 0.532 0.277 0.697 0.399 Departure Headway (Hd) 11.30710.80710.54811.49210.94210.40112.84712.34711.90312.64512.14512.051 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 324 336 344 314 331 355 281 294 304 286 299 301 Service Time 9.007 8.507 8.248 9.192 8.692 8.1310.54710.047 9.60310.345 9.845 9.751 HCM Lane V/C Ratio 1.086 0.878 0.68 0.067 0.628 1.493 0.125 0.418 0.553 0.29 0.729 0.419 HCM Control Delay 94 48.9 30.2 15 30.9 279.1 17.3 23.1 27.4 20.1 38.6 22.5 HCM Lane LOS F E D B D F CCDCEC HCM 95th-tile Q 11.8 7.2 4.2 0.2 4.1 29.6 0.4 1.9 2.9 1.1 4.8 1.8 6.7-152 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 278 379 31 164 95 313 394 77 74 291 15 Future Volume (vph)19 278 379 31 164 95 313 394 77 74 291 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)14.0 45.0 14.0 45.0 45.0 30.0 40.0 40.0 21.0 31.0 Total Split (%)11.7% 37.5% 11.7% 37.5% 37.5% 25.0% 33.3% 33.3% 17.5% 25.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.7-153 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 278 379 31 164 95 313 394 77 74 291 15 Future Volume (veh/h) 19 278 379 31 164 95 313 394 77 74 291 15 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 21 312 426 35 184 107 352 443 87 83 327 17 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 51 522 466 70 1082 482 425 1548 691 105 1278 66 Arrive On Green 0.03 0.30 0.30 0.04 0.31 0.31 0.13 0.45 0.45 0.06 0.38 0.38 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3347 173 Grp Volume(v), veh/h 21 312 426 35 184 107 352 443 87 83 168 176 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1790 Q Serve(g_s), s 1.4 18.4 31.9 2.4 4.6 6.1 12.2 9.7 4.0 5.7 8.0 8.1 Cycle Q Clear(g_c), s 1.4 18.4 31.9 2.4 4.6 6.1 12.2 9.7 4.0 5.7 8.0 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 51 522 466 70 1082 482 425 1548 691 105 661 683 V/C Ratio(X) 0.41 0.60 0.91 0.50 0.17 0.22 0.83 0.29 0.13 0.79 0.26 0.26 Avail Cap(c_a), veh/h 137 584 521 137 1168 521 715 1548 691 238 661 683 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.72 0.72 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.2 35.7 40.4 56.4 29.9 30.5 51.2 21.0 19.4 55.6 25.4 25.4 Incr Delay (d2), s/veh 3.8 1.0 15.2 5.5 0.1 0.2 4.2 0.5 0.4 12.3 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 7.5 13.3 1.1 1.8 2.2 5.2 3.8 1.4 2.8 3.3 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.0 36.7 55.7 61.9 30.0 30.7 55.3 21.5 19.8 67.9 26.3 26.3 LnGrp LOS E D E E C C E C B E C C Approach Vol, veh/h 759 326 882 427 Approach Delay, s/veh 48.0 33.7 34.8 34.4 Approach LOS DCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.8 58.2 9.3 40.7 19.7 50.3 8.0 42.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 35.5 9.5 40.5 25.5 26.5 9.5 40.5 Max Q Clear Time (g_c+I1), s 7.7 11.7 4.4 33.9 14.2 10.1 3.4 8.1 Green Ext Time (p_c), s 0.1 2.8 0.0 2.3 0.9 1.5 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 38.8 HCM 6th LOS D 6.7-154 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)78 509 87 26 433 54 105 326 40 63 268 68 Future Volume (vph)78 509 87 26 433 54 105 326 40 63 268 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 51.0 51.0 15.0 43.0 43.0 17.0 40.0 40.0 14.0 37.0 37.0 Total Split (%)19.2% 42.5% 42.5% 12.5% 35.8% 35.8% 14.2% 33.3% 33.3% 11.7% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.7-155 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 509 87 26 433 54 105 326 40 63 268 68 Future Volume (veh/h) 78 509 87 26 433 54 105 326 40 63 268 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 91 592 101 30 503 63 122 379 47 73 312 79 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 115 1606 716 64 1505 671 193 1024 457 179 1009 450 Arrive On Green 0.07 0.46 0.46 0.04 0.43 0.43 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 91 592 101 30 503 63 122 379 47 73 312 79 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.2 13.3 4.5 2.0 11.5 2.9 4.3 10.4 2.7 2.5 8.4 4.6 Cycle Q Clear(g_c), s 6.2 13.3 4.5 2.0 11.5 2.9 4.3 10.4 2.7 2.5 8.4 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 115 1606 716 64 1505 671 193 1024 457 179 1009 450 V/C Ratio(X) 0.79 0.37 0.14 0.47 0.33 0.09 0.63 0.37 0.10 0.41 0.31 0.18 Avail Cap(c_a), veh/h 267 1606 716 152 1505 671 350 1024 457 266 1009 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.2 20.8 18.4 56.6 22.4 20.0 55.3 33.4 30.7 55.0 33.1 31.7 Incr Delay (d2), s/veh 11.6 0.7 0.4 5.3 0.6 0.3 3.4 1.0 0.5 1.5 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 5.3 1.6 1.0 4.5 1.0 1.8 4.3 1.0 1.1 3.5 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.9 21.4 18.9 61.9 23.0 20.3 58.7 34.4 31.1 56.5 33.9 32.6 LnGrp LOS E C B E C C E C C E C C Approach Vol, veh/h 784 596 548 464 Approach Delay, s/veh 26.4 24.7 39.6 37.2 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 40.0 8.9 60.2 11.4 39.5 12.4 56.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 35.5 10.5 46.5 12.5 32.5 18.5 38.5 Max Q Clear Time (g_c+I1), s 4.5 12.4 4.0 15.3 6.3 10.4 8.2 13.5 Green Ext Time (p_c), s 0.1 2.3 0.0 4.2 0.2 1.9 0.1 3.1 Intersection Summary HCM 6th Ctrl Delay 31.1 HCM 6th LOS C 6.7-156 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)94 449 151 51 368 53 120 395 40 52 258 97 Future Volume (vph)94 449 151 51 368 53 120 395 40 52 258 97 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)24.0 48.0 48.0 18.0 42.0 42.0 18.0 40.0 40.0 14.0 36.0 36.0 Total Split (%)20.0% 40.0% 40.0% 15.0% 35.0% 35.0% 15.0% 33.3% 33.3% 11.7% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.7-157 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 449 151 51 368 53 120 395 40 52 258 97 Future Volume (veh/h) 94 449 151 51 368 53 120 395 40 52 258 97 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 99 473 159 54 387 56 126 416 42 55 272 102 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 124 1579 704 84 1501 670 193 1024 457 165 994 444 Arrive On Green 0.07 0.46 0.46 0.05 0.43 0.43 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 99 473 159 54 387 56 126 416 42 55 272 102 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.7 10.3 7.5 3.7 8.6 2.6 4.4 11.5 2.4 1.9 7.3 6.1 Cycle Q Clear(g_c), s 6.7 10.3 7.5 3.7 8.6 2.6 4.4 11.5 2.4 1.9 7.3 6.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 124 1579 704 84 1501 670 193 1024 457 165 994 444 V/C Ratio(X) 0.80 0.30 0.23 0.64 0.26 0.08 0.65 0.41 0.09 0.33 0.27 0.23 Avail Cap(c_a), veh/h 282 1579 704 195 1501 670 379 1024 457 266 994 444 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 20.5 19.8 56.0 21.7 20.0 55.4 33.8 30.6 55.2 33.1 32.6 Incr Delay (d2), s/veh 11.2 0.5 0.7 7.8 0.4 0.2 3.7 1.2 0.4 1.2 0.7 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 4.1 2.7 1.7 3.4 0.9 1.9 4.8 0.9 0.8 3.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.1 21.0 20.5 63.8 22.1 20.2 59.1 35.0 31.0 56.3 33.7 33.8 LnGrp LOS E C C E C C E D C E C C Approach Vol, veh/h 731 497 584 429 Approach Delay, s/veh 27.0 26.4 39.9 36.7 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.3 59.3 11.4 39.0 13.1 56.6 10.4 40.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 43.5 13.5 31.5 19.5 37.5 9.5 35.5 Max Q Clear Time (g_c+I1), s 5.7 12.3 6.4 9.3 8.7 10.6 3.9 13.5 Green Ext Time (p_c), s 0.0 3.5 0.2 1.8 0.1 2.4 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C 6.7-158 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 455 6 252 53 577 303 2 Future Volume (vph)31 24 2 34 10 455 6 252 53 577 303 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-159 HCM 6th AWSC EAPC (2023) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh160.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 24 2 34 10 455 6 252 53 577 303 2 Future Vol, veh/h 31 24 2 34 10 455 6 252 53 577 303 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 38 29 2 41 12 555 7 307 65 704 370 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 16 143.1 21.7 229.4 HCM LOS C F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %5% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %95% 70% 0% 100% 80% 0% 100% 0% 0% 100% 98% Vol Right, %0% 30% 0% 0% 20% 0% 0% 100% 0% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 132 179 31 16 10 34 10 455 577 202 103 LT Vol 6 0 31 0 0 34 0 0 577 0 0 Through Vol 126 126 0 16 8 0 10 0 0 202 101 RT Vol 05300200455002 Lane Flow Rate 161 218 38 20 12 41 12 555 704 246 126 Geometry Grp 88888888888 Degree of Util (X) 0.406 0.537 0.115 0.056 0.035 0.107 0.03 1.243 1.683 0.556 0.283 Departure Headway (Hd) 10.06 9.8312.40211.87611.72910.144 9.632 8.915 9.192 8.686 8.672 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 361 369 291 303 307 355 374 411 401 419 417 Service Time 7.76 7.5310.102 9.576 9.429 7.844 7.332 6.615 6.892 6.386 6.372 HCM Lane V/C Ratio 0.446 0.591 0.131 0.066 0.039 0.115 0.032 1.35 1.756 0.587 0.302 HCM Control Delay 19.5 23.4 16.7 15.3 14.9 14.1 12.6 155.6 340.4 21.7 14.8 HCM Lane LOS CCCCBBBFFCB HCM 95th-tile Q 1.9 3 0.4 0.2 0.1 0.4 0.1 21.2 39.7 3.3 1.1 6.7-160 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 455 6 252 53 577 303 2 Future Volume (vph)31 24 2 34 10 455 6 252 53 577 303 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm Split NA Split NA Perm Protected Phases 2 6 8 8 4 4 Permitted Phases 2 6 6 4 Detector Phase 2 2 66688 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)52.0 52.0 52.0 52.0 52.0 26.0 26.0 42.0 42.0 42.0 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 21.7% 21.7% 35.0% 35.0% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None None Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.7-161 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 34 10 455 6 252 53 577 303 2 Future Volume (veh/h) 31 24 2 34 10 455 6 252 53 577 303 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 29 2 41 12 555 7 307 65 704 370 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222222222 Cap, veh/h 391 1301 89 598 721 611 11 508 112 1051 1081 482 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.18 0.18 0.18 0.31 0.31 0.31 Sat Flow, veh/h 844 3287 224 1378 1821 1543 63 2835 628 3365 3460 1543 Grp Volume(v), veh/h 38 15 16 41 12 555 202 0 177 704 370 2 Grp Sat Flow(s),veh/h/ln 844 1730 1781 1378 1821 1543 1818 0 1708 1682 1730 1543 Q Serve(g_s), s 3.4 0.6 0.7 2.2 0.5 40.7 12.3 0.0 11.4 21.8 9.9 0.1 Cycle Q Clear(g_c), s 3.9 0.6 0.7 2.9 0.5 40.7 12.3 0.0 11.4 21.8 9.9 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.03 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 391 685 705 598 721 611 326 0 306 1051 1081 482 V/C Ratio(X) 0.10 0.02 0.02 0.07 0.02 0.91 0.62 0.00 0.58 0.67 0.34 0.00 Avail Cap(c_a), veh/h 391 685 705 598 721 611 326 0 306 1051 1081 482 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.82 0.82 0.82 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.2 22.1 22.1 23.0 22.0 34.2 45.5 0.0 45.1 35.9 31.8 28.4 Incr Delay (d2), s/veh 0.5 0.1 0.1 0.0 0.0 15.0 8.6 0.0 7.7 3.4 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.3 0.3 0.7 0.2 16.5 6.1 0.0 5.3 8.9 4.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.7 22.2 22.2 23.0 22.1 49.2 54.1 0.0 52.8 39.3 32.6 28.4 LnGrp LOS CCCCCDDADDCC Approach Vol, veh/h 69 608 379 1076 Approach Delay, s/veh 23.0 46.9 53.5 37.0 Approach LOS CDDD Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 52.0 42.0 52.0 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 47.5 37.5 47.5 21.5 Max Q Clear Time (g_c+I1), s 5.9 23.8 42.7 14.3 Green Ext Time (p_c), s 0.3 4.0 1.1 1.1 Intersection Summary HCM 6th Ctrl Delay 42.3 HCM 6th LOS D 6.7-162 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 105 383 335 31 401 300 213 636 73 190 651 144 Future Volume (vph) 105 383 335 31 401 300 213 636 73 190 651 144 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.7-163 HCM 6th Roundabout EAPC (2023) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 123.1 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 885 787 991 1059 Demand Flow Rate, veh/h 902 803 1012 1080 Vehicles Circulating, veh/h 956 1047 743 708 Vehicles Exiting, veh/h 674 628 748 813 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 45.0 42.2 208.4 168.7 Approach LOS E E F F Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 367 4.976 329 4.976 80 4.976 158 Entry Flow, veh/h 535 1887 474 1887 932 1887 922 1887 Cap Entry Lane, veh/h 520 0.980 474 0.980 647 0.980 670 0.980 Entry HV Adj Factor 0.981 360 0.980 323 0.980 78 0.980 155 Flow Entry, veh/h 525 1850 464 1850 913 1850 904 1850 Cap Entry, veh/h 511 0.195 465 0.175 634 0.042 657 0.084 V/C Ratio 1.028 0.0 0.999 0.0 1.441 0.0 1.376 0.0 Control Delay, s/veh 75.8 A 71.6 A 226.2 A 197.6 A LOS F1F1F0F0 95th %tile Queue, veh 15 13 43 39 6.7-164 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 2 21 9 1 42 3 1044 7 23 1049 68 Future Volume (vph)66 2 21 9 1 42 3 1044 7 23 1049 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.7-165 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 2 21 9 1 42 3 1044 7 23 1049 68 Future Volume (veh/h) 66 2 21 9 1 42 3 1044 7 23 1049 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 69 2 22 9 1 44 3 1099 7 24 1104 72 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 73 1 524 66 4 524 17 2258 14 96 2330 152 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.01 0.44 0.44 0.02 0.16 0.16 Sat Flow, veh/h 41 4 1543 27 13 1543 1734 5097 32 1734 4769 311 Grp Volume(v), veh/h 71 0 22 10 0 44 3 715 391 24 767 409 Grp Sat Flow(s),veh/h/ln 44 0 1543 40 0 1543 1734 1657 1815 1734 1657 1765 Q Serve(g_s), s 1.2 0.0 1.1 0.6 0.0 2.3 0.2 18.4 18.4 1.6 25.2 25.3 Cycle Q Clear(g_c), s 40.7 0.0 1.1 40.4 0.0 2.3 0.2 18.4 18.4 1.6 25.2 25.3 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.02 1.00 0.18 Lane Grp Cap(c), veh/h 74 0 524 71 0 524 17 1468 804 96 1619 862 V/C Ratio(X) 0.96 0.00 0.04 0.14 0.00 0.08 0.18 0.49 0.49 0.25 0.47 0.47 Avail Cap(c_a), veh/h 89 0 540 86 0 540 173 1468 804 173 1619 862 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.72 0.72 0.72 Uniform Delay (d), s/veh 59.4 0.0 26.6 45.9 0.0 27.0 59.0 23.7 23.7 56.5 36.3 36.3 Incr Delay (d2), s/veh 81.4 0.0 0.1 1.9 0.0 0.1 10.9 1.2 2.1 2.1 0.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 0.4 0.3 0.0 0.9 0.1 6.9 7.7 0.8 11.2 12.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 140.7 0.0 26.6 47.8 0.0 27.1 69.8 24.9 25.8 58.6 37.0 37.7 LnGrp LOS F A C D A C E C C E D D Approach Vol, veh/h 93 54 1109 1200 Approach Delay, s/veh 113.7 30.9 25.3 37.7 Approach LOS F C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.6 60.0 47.4 7.1 65.5 47.4 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 3.6 20.4 42.7 2.2 27.3 42.4 Green Ext Time (p_c), s 0.0 13.0 0.0 0.0 11.5 0.0 Intersection Summary HCM 6th Ctrl Delay 34.8 HCM 6th LOS C 6.7-166 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 365 133 127 323 199 128 940 83 285 878 231 Future Volume (vph) 362 365 133 127 323 199 128 940 83 285 878 231 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 39.5 39.5 22.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 32.9% 32.9% 18.3% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.7-167 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 365 133 127 323 199 128 940 83 285 878 231 Future Volume (veh/h) 362 365 133 127 323 199 128 940 83 285 878 231 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 376 137 131 333 205 132 969 86 294 905 238 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 369 544 243 470 392 333 171 1226 381 336 1233 383 Arrive On Green 0.21 0.16 0.16 0.27 0.22 0.22 0.03 0.08 0.08 0.10 0.25 0.25 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 376 137 131 333 205 132 969 86 294 905 238 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 25.5 12.3 7.4 7.1 21.1 10.5 9.1 23.0 3.1 10.3 20.1 9.3 Cycle Q Clear(g_c), s 25.5 12.3 7.4 7.1 21.1 10.5 9.1 23.0 3.1 10.3 20.1 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 369 544 243 470 392 333 171 1226 381 336 1233 383 V/C Ratio(X) 1.01 0.69 0.56 0.28 0.85 0.62 0.77 0.79 0.23 0.87 0.73 0.62 Avail Cap(c_a), veh/h 369 923 412 470 470 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.2 47.8 26.3 34.5 45.2 22.6 56.7 52.1 10.7 53.3 41.5 12.9 Incr Delay (d2), s/veh 49.5 7.1 9.2 0.1 19.9 8.3 16.4 3.1 0.4 20.8 2.1 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.6 5.7 4.2 3.0 11.4 4.4 4.8 10.5 2.4 5.2 8.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 96.8 54.9 35.5 34.6 65.1 30.9 73.1 55.1 11.1 74.1 43.6 15.9 LnGrp LOS F D D C E C EEBEDB Approach Vol, veh/h 886 669 1187 1437 Approach Delay, s/veh 69.5 48.6 53.9 45.2 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 37.1 38.5 26.4 17.9 37.3 31.5 33.4 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 16.0 32.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 12.3 25.0 9.1 14.3 11.1 22.1 27.5 23.1 Green Ext Time (p_c), s 0.0 4.6 0.0 4.5 0.0 6.0 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 53.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.7-168 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)26 14 16 142 268 41 Future Volume (vph)26 14 16 142 268 41 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-169 HCM 6th AWSC EAPC (2023) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.7 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 26 14 16 142 268 41 Future Vol, veh/h 26 14 16 142 268 41 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 32 17 20 173 327 50 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 9.3 9.1 13.3 HCM LOS A A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %65% 0% 0% 100% 0% Vol Thru, %35% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 40 16 142 268 41 LT Vol 26 0 0 268 0 Through Vol 14 16 0 0 0 RT Vol 0 0 142 0 41 Lane Flow Rate 49 20 173 327 50 Geometry Grp 47777 Degree of Util (X) 0.078 0.031 0.238 0.511 0.061 Departure Headway (Hd)5.752 5.647 4.94 5.629 4.425 Convergence, Y/N Yes Yes Yes Yes Yes Cap 620 633 726 637 804 Service Time 3.812 3.389 2.682 3.386 2.181 HCM Lane V/C Ratio 0.079 0.032 0.238 0.513 0.062 HCM Control Delay 9.3 8.6 9.2 14.2 7.5 HCM Lane LOS AAABA HCM 95th-tile Q 0.3 0.1 0.9 2.9 0.2 6.7-170 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)27 123 111 11 55 122 68 202 10 192 249 24 Future Volume (vph)27 123 111 11 55 122 68 202 10 192 249 24 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-171 HCM 6th AWSC EAPC (2023) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 19.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 123 111 11 55 122 68 202 10 192 249 24 Future Vol, veh/h 27 123 111 11 55 122 68 202 10 192 249 24 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 31 140 126 13 63 139 77 230 11 218 283 27 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 15.7 19 19.6 20.8 HCM LOS CCCC Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 18% 0% 6% 100% 0% 0% Vol Thru, %0% 95% 82% 0% 29% 0% 100% 0% Vol Right, %0% 5% 0% 100% 65% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 68 212 150 111 188 192 249 24 LT Vol 68 0 27 0 11 192 0 0 Through Vol 0 202 123 0 55 0 249 0 RT Vol 0 10 0 111 122 0 0 24 Lane Flow Rate 77 241 170 126 214 218 283 27 Geometry Grp 88888888 Degree of Util (X) 0.192 0.562 0.41 0.275 0.494 0.51 0.621 0.055 Departure Headway (Hd)8.945 8.393 8.657 7.846 8.33 8.419 7.905 7.226 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 402 431 416 458 434 430 458 499 Service Time 6.691 6.138 6.404 5.592 6.079 6.161 5.646 4.926 HCM Lane V/C Ratio 0.192 0.559 0.409 0.275 0.493 0.507 0.618 0.054 HCM Control Delay 13.8 21.4 17.3 13.6 19 19.6 22.8 10.3 HCM Lane LOS B C C B C C C B HCM 95th-tile Q 0.7 3.4 2 1.1 2.7 2.8 4.1 0.2 6.7-172 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)62 118 56 35 88 48 76 333 46 40 375 57 Future Volume (vph)62 118 56 35 88 48 76 333 46 40 375 57 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-173 HCM 6th AWSC EAPC (2023) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 124.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 62 118 56 35 88 48 76 333 46 40 375 57 Future Vol, veh/h 62 118 56 35 88 48 76 333 46 40 375 57 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 83 157 75 47 117 64 101 444 61 53 500 76 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 35.1 25.4 187.3 144.4 HCM LOS E D F F Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %17% 26% 20% 10% 0% Vol Thru, %73% 50% 51% 90% 0% Vol Right, % 10% 24% 28% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 455 236 171 415 57 LT Vol 76 62 35 40 0 Through Vol 333 118 88 375 0 RT Vol 46 56 48 0 57 Lane Flow Rate 607 315 228 553 76 Geometry Grp 52277 Degree of Util (X) 1.327 0.733 0.556 1.261 0.157 Departure Headway (Hd)8.457 9.676 10.256 8.906 8.127 Convergence, Y/N Yes Yes Yes Yes Yes Cap 437 378 353 415 444 Service Time 6.457 7.676 8.256 6.606 5.827 HCM Lane V/C Ratio 1.389 0.833 0.646 1.333 0.171 HCM Control Delay 187.3 35.1 25.4 162.5 12.3 HCM Lane LOS F E D F B HCM 95th-tile Q 25.7 5.7 3.2 21.9 0.6 6.7-174 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)62 118 56 35 88 48 76 333 46 40 375 57 Future Volume (vph)62 118 56 35 88 48 76 333 46 40 375 57 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)41.0 41.0 41.0 41.0 79.0 79.0 79.0 79.0 79.0 Total Split (%)34.2% 34.2% 34.2% 34.2% 65.8% 65.8% 65.8% 65.8% 65.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.7-175 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 62 118 56 35 88 48 76 333 46 40 375 57 Future Volume (veh/h) 62 118 56 35 88 48 76 333 46 40 375 57 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 83 157 75 47 117 64 101 444 61 53 500 76 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 115 187 83 85 198 96 172 735 98 115 1058 1056 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.68 0.68 0.68 0.68 0.68 0.68 Sat Flow, veh/h 321 776 343 205 822 401 200 1074 143 120 1546 1543 Grp Volume(v), veh/h 315 0 0 228 0 0 606 0 0 553 0 76 Grp Sat Flow(s),veh/h/ln 1439 0 0 1427 0 0 1416 0 0 1667 0 1543 Q Serve(g_s), s 9.3 0.0 0.0 0.0 0.0 0.0 16.9 0.0 0.0 0.0 0.0 2.0 Cycle Q Clear(g_c), s 25.8 0.0 0.0 16.6 0.0 0.0 33.4 0.0 0.0 16.5 0.0 2.0 Prop In Lane 0.26 0.24 0.21 0.28 0.17 0.10 0.10 1.00 Lane Grp Cap(c), veh/h 384 0 0 380 0 0 1004 0 0 1173 0 1056 V/C Ratio(X) 0.82 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.47 0.00 0.07 Avail Cap(c_a), veh/h 482 0 0 478 0 0 1004 0 0 1173 0 1056 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.5 0.0 0.0 40.3 0.0 0.0 11.3 0.0 0.0 8.6 0.0 6.3 Incr Delay (d2), s/veh 8.7 0.0 0.0 1.5 0.0 0.0 2.7 0.0 0.0 1.4 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.7 0.0 0.0 6.2 0.0 0.0 8.9 0.0 0.0 5.8 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.2 0.0 0.0 41.8 0.0 0.0 14.0 0.0 0.0 10.0 0.0 6.4 LnGrp LOS D A A D AABAAAAA Approach Vol, veh/h 315 228 606 629 Approach Delay, s/veh 53.2 41.8 14.0 9.5 Approach LOS D D B A Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 86.6 33.4 86.6 33.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 74.5 36.5 74.5 36.5 Max Q Clear Time (g_c+I1), s 35.4 27.8 18.5 18.6 Green Ext Time (p_c), s 4.5 1.1 3.9 1.2 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C 6.7-176 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)7 90 19 47 93 47 18 337 49 51 393 12 Future Volume (vph)7 90 19 47 93 47 18 337 49 51 393 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-177 HCM 6th AWSC EAPC (2023) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh29.1 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 90 19 47 93 47 18 337 49 51 393 12 Future Vol, veh/h 7 90 19 47 93 47 18 337 49 51 393 12 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 8 103 22 54 107 54 21 387 56 59 452 14 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 13.1 19.3 49.6 19 HCM LOS B C E C Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 25% 100% 0% 0% Vol Thru, %0% 87% 0% 100% 0% 50% 0% 100% 92% Vol Right, %0% 13% 0% 0% 100% 25% 0% 0% 8% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 18 386 7 90 19 187 51 262 143 LT Vol 180700475100 Through Vol 0 337 0 90 0 93 0 262 131 RT Vol 0 49 0 0 19 47 0 0 12 Lane Flow Rate 21 444 8 103 22 215 59 301 164 Geometry Grp 887778888 Degree of Util (X) 0.046 0.922 0.02 0.239 0.046 0.499 0.132 0.636 0.345 Departure Headway (Hd) 8.087 7.485 8.844 8.328 7.605 8.358 8.12 7.608 7.548 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 441 484 403 429 468 430 440 473 475 Service Time 5.864 5.262 6.637 6.12 5.397 6.145 5.902 5.39 5.329 HCM Lane V/C Ratio 0.048 0.917 0.02 0.24 0.047 0.5 0.134 0.636 0.345 HCM Control Delay 11.3 51.4 11.8 13.7 10.8 19.3 12.1 22.9 14.3 HCM Lane LOS B F B B B C B C B HCM 95th-tile Q 0.1 10.7 0.1 0.9 0.1 2.7 0.5 4.4 1.5 6.7-178 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)74 238 82 23 146 51 52 392 33 83 353 39 Future Volume (vph)74 238 82 23 146 51 52 392 33 83 353 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-179 HCM 6th AWSC EAPC (2023) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 110.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 74 238 82 23 146 51 52 392 33 83 353 39 Future Vol, veh/h 74 238 82 23 146 51 52 392 33 83 353 39 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 81 262 90 25 160 56 57 431 36 91 388 43 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 44.2 33.6 187 123.9 HCM LOS E D F F Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %11% 100% 0% 10% 19% 0% Vol Thru, %82% 0% 74% 66% 81% 0% Vol Right, % 7% 0% 26% 23% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 477 74 320 220 436 39 LT Vol 52 74 0 23 83 0 Through Vol 392 0 238 146 353 0 RT Vol 33 0 82 51 0 39 Lane Flow Rate 524 81 352 242 479 43 Geometry Grp 677677 Degree of Util (X) 1.315 0.215 0.861 0.658 1.177 0.096 Departure Headway (Hd)9.605 10.611 9.897 11.304 9.621 8.789 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 383 341 369 322 383 410 Service Time 7.605 8.311 7.597 9.304 7.321 6.489 HCM Lane V/C Ratio 1.368 0.238 0.954 0.752 1.251 0.105 HCM Control Delay 187 16.2 50.7 33.6 133.9 12.4 HCM Lane LOS F C F D F B HCM 95th-tile Q 22.8 0.8 8.1 4.4 17.6 0.3 6.7-180 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)74 238 82 23 146 51 52 392 33 83 353 39 Future Volume (vph)74 238 82 23 146 51 52 392 33 83 353 39 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Perm NA Perm NA Perm Protected Phases 4826 Permitted Phases 48266 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)47.0 47.0 47.0 47.0 73.0 73.0 73.0 73.0 73.0 Total Split (%)39.2% 39.2% 39.2% 39.2% 60.8% 60.8% 60.8% 60.8% 60.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.7-181 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 238 82 23 146 51 52 392 33 83 353 39 Future Volume (veh/h) 74 238 82 23 146 51 52 392 33 83 353 39 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 81 262 90 25 160 56 57 431 36 91 388 43 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 176 332 114 45 210 67 128 947 77 210 874 1033 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.67 0.67 0.67 0.67 0.67 0.67 Sat Flow, veh/h 1165 1296 445 45 821 262 142 1415 115 261 1306 1543 Grp Volume(v), veh/h 81 0 352 241 0 0 524 0 0 479 0 43 Grp Sat Flow(s),veh/h/ln 1165 0 1741 1128 0 0 1672 0 0 1567 0 1543 Q Serve(g_s), s 0.3 0.0 22.6 4.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 1.1 Cycle Q Clear(g_c), s 26.9 0.0 22.6 26.6 0.0 0.0 16.3 0.0 0.0 15.8 0.0 1.1 Prop In Lane 1.00 0.26 0.10 0.23 0.11 0.07 0.19 1.00 Lane Grp Cap(c), veh/h 176 0 446 322 0 0 1152 0 0 1084 0 1033 V/C Ratio(X) 0.46 0.00 0.79 0.75 0.00 0.00 0.45 0.00 0.00 0.44 0.00 0.04 Avail Cap(c_a), veh/h 290 0 617 481 0 0 1152 0 0 1084 0 1033 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.6 0.0 41.6 40.3 0.0 0.0 9.3 0.0 0.0 9.0 0.0 6.8 Incr Delay (d2), s/veh 1.9 0.0 4.7 3.5 0.0 0.0 1.3 0.0 0.0 1.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 9.8 6.1 0.0 0.0 5.8 0.0 0.0 5.1 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.4 0.0 46.4 43.9 0.0 0.0 10.6 0.0 0.0 10.3 0.0 6.8 LnGrp LOS D A D D AABAABAA Approach Vol, veh/h 433 241 524 522 Approach Delay, s/veh 46.2 43.9 10.6 10.0 Approach LOS D D B B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 84.8 35.2 84.8 35.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 68.5 42.5 68.5 42.5 Max Q Clear Time (g_c+I1), s 18.3 28.9 17.8 28.6 Green Ext Time (p_c), s 3.5 1.8 3.3 1.0 Intersection Summary HCM 6th Ctrl Delay 24.0 HCM 6th LOS C 6.7-182 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 404 66 55 363 104 44 410 64 116 368 90 Future Volume (vph) 106 404 66 55 363 104 44 410 64 116 368 90 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-183 HCM 6th AWSC EAPC (2023) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh187.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 106 404 66 55 363 104 44 410 64 116 368 90 Future Vol, veh/h 106 404 66 55 363 104 44 410 64 116 368 90 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 125 475 78 65 427 122 52 482 75 136 433 106 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 202.5 60.4 461 41 HCM LOS F F F E Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %8% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %79% 0% 100% 0% 0% 100% 54% 0% 100% 58% Vol Right, %12% 0% 0% 100% 0% 0% 46% 0% 0% 42% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 518 106 404 66 55 242 225 116 245 213 LT Vol 44 106 0 0 55 0 0 116 0 0 Through Vol 410 0 404 0 0 242 121 0 245 123 RT Vol 64 0 0 66 0 0 104 0 0 90 Lane Flow Rate 609 125 475 78 65 285 265 136 289 250 Geometry Grp 8888888777 Degree of Util (X) 1.939 0.411 1.503 0.231 0.211 0.889 0.803 0.397 0.799 0.672 Departure Headway (Hd) 12.10414.35813.80413.02915.12914.56814.20513.38112.83212.506 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 305 253 266 277 239 251 257 272 286 293 Service Time 9.80412.05811.50410.72912.82912.26811.90511.08110.53210.206 HCM Lane V/C Ratio 1.997 0.494 1.786 0.282 0.272 1.135 1.031 0.5 1.01 0.853 HCM Control Delay 461 26.7 278.5 19.6 21.8 72.6 56.8 24.6 51.9 37.5 HCM Lane LOS F D F C C F F C F E HCM 95th-tile Q 40.3 1.9 22.8 0.9 0.8 7.5 6.2 1.8 6.3 4.5 6.7-184 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 404 66 55 363 104 44 410 64 116 368 90 Future Volume (vph) 106 404 66 55 363 104 44 410 64 116 368 90 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4826 Permitted Phases 4 4 8 8 2 6 Detector Phase 44488822 66 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 26.0 34.0 34.0 34.0 34.0 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 43.3% 56.7% 56.7% 56.7% 56.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.7-185 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\105 - EAPC (2023) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 404 66 55 363 104 44 410 64 116 368 90 Future Volume (veh/h) 106 404 66 55 363 104 44 410 64 116 368 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 125 475 78 65 427 122 52 482 75 136 433 106 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 337 628 532 217 1193 532 108 706 105 451 1395 339 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.51 0.51 0.51 0.51 0.51 0.51 Sat Flow, veh/h 858 1821 1543 855 3460 1543 85 1397 208 852 2760 670 Grp Volume(v), veh/h 125 475 78 65 427 122 609 0 0 136 270 269 Grp Sat Flow(s),veh/h/ln 858 1821 1543 855 1730 1543 1690 0 0 852 1730 1701 Q Serve(g_s), s 7.6 13.9 2.1 4.4 5.5 3.4 4.1 0.0 0.0 0.0 5.5 5.6 Cycle Q Clear(g_c), s 13.2 13.9 2.1 18.2 5.5 3.4 15.9 0.0 0.0 11.9 5.5 5.6 Prop In Lane 1.00 1.00 1.00 1.00 0.09 0.12 1.00 0.39 Lane Grp Cap(c), veh/h 337 628 532 217 1193 532 919 0 0 451 874 859 V/C Ratio(X) 0.37 0.76 0.15 0.30 0.36 0.23 0.66 0.00 0.00 0.30 0.31 0.31 Avail Cap(c_a), veh/h 348 653 553 229 1240 553 919 0 0 451 874 859 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.6 17.4 13.6 25.5 14.7 14.0 11.2 0.0 0.0 10.3 8.7 8.7 Incr Delay (d2), s/veh 0.7 4.9 0.1 0.8 0.2 0.2 3.8 0.0 0.0 1.7 0.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 5.3 0.6 0.8 1.7 0.9 5.1 0.0 0.0 1.1 1.6 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.3 22.3 13.7 26.3 14.9 14.2 14.9 0.0 0.0 12.0 9.6 9.7 LnGrp LOS C C B C BBBAABAA Approach Vol, veh/h 678 614 609 675 Approach Delay, s/veh 21.0 15.9 14.9 10.1 Approach LOS C B B B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 34.8 25.2 34.8 25.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 29.5 21.5 29.5 21.5 Max Q Clear Time (g_c+I1), s 17.9 15.9 13.9 20.2 Green Ext Time (p_c), s 2.9 1.8 3.3 0.4 Intersection Summary HCM 6th Ctrl Delay 15.5 HCM 6th LOS B 6.7-186 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 453 44 26 348 125 37 589 65 132 457 42 Future Volume (vph)60 453 44 26 348 125 37 589 65 132 457 42 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.7-187 HCM 6th Signalized Intersection Summary EAPC (2023) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 453 44 26 348 125 37 589 65 132 457 42 Future Volume (veh/h) 60 453 44 26 348 125 37 589 65 132 457 42 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 503 49 29 387 139 41 654 72 147 508 47 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 260 615 521 193 615 699 267 1092 120 199 987 91 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.15 0.35 0.34 0.11 0.31 0.30 Sat Flow, veh/h 877 1821 1543 856 1821 1543 1734 3143 346 1734 3203 295 Grp Volume(v), veh/h 67 503 49 29 387 139 41 360 366 147 274 281 Grp Sat Flow(s),veh/h/ln 877 1821 1543 856 1821 1543 1734 1730 1759 1734 1730 1768 Q Serve(g_s), s 4.2 15.2 1.3 1.9 10.7 3.2 1.2 10.3 10.3 4.9 7.8 7.9 Cycle Q Clear(g_c), s 14.9 15.2 1.3 17.1 10.7 3.2 1.2 10.3 10.3 4.9 7.8 7.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 0.17 Lane Grp Cap(c), veh/h 260 615 521 193 615 699 267 601 611 199 533 545 V/C Ratio(X) 0.26 0.82 0.09 0.15 0.63 0.20 0.15 0.60 0.60 0.74 0.51 0.52 Avail Cap(c_a), veh/h 285 668 566 218 668 743 267 601 611 231 533 545 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.0 18.2 13.6 26.0 16.7 9.9 22.0 16.1 16.2 25.7 17.0 17.1 Incr Delay (d2), s/veh 0.5 7.4 0.1 0.4 1.7 0.1 0.3 4.4 4.3 10.0 3.5 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 6.3 0.4 0.4 3.8 0.8 0.5 3.9 4.0 2.3 3.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.5 25.6 13.7 26.3 18.4 10.0 22.3 20.5 20.5 35.7 20.6 20.6 LnGrp LOS C C B C B B CCCDCC Approach Vol, veh/h 619 555 767 702 Approach Delay, s/veh 24.4 16.7 20.6 23.7 Approach LOS C B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.9 24.8 24.3 13.2 22.5 24.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 6.9 12.3 17.2 3.2 9.9 19.1 Green Ext Time (p_c), s 0.0 1.8 1.4 0.0 1.8 0.7 Intersection Summary HCM 6th Ctrl Delay 21.5 HCM 6th LOS C 6.7-188 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 141 8 0 97 10 12 182 15 6 166 26 Future Volume (vph)37 141 8 0 97 10 12 182 15 6 166 26 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-189 HCM 6th AWSC EAPC (2023) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 11.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 141 8 0 97 10 12 182 15 6 166 26 Future Vol, veh/h 37 141 8 0 97 10 12 182 15 6 166 26 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 47 178 10 0 123 13 15 230 19 8 210 33 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.8 10.3 11.9 11.6 HCM LOS B B B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %6% 20% 0% 3% Vol Thru, %87% 76% 91% 84% Vol Right, % 7% 4% 9% 13% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 209 186 107 198 LT Vol 12 37 0 6 Through Vol 182 141 97 166 RT Vol 15 8 10 26 Lane Flow Rate 265 235 135 251 Geometry Grp 1111 Degree of Util (X) 0.395 0.365 0.215 0.373 Departure Headway (Hd)5.372 5.585 5.704 5.355 Convergence, Y/N Yes Yes Yes Yes Cap 669 643 627 669 Service Time 3.418 3.634 3.759 3.402 HCM Lane V/C Ratio 0.396 0.365 0.215 0.375 HCM Control Delay 11.9 11.8 10.3 11.6 HCM Lane LOS BBBB HCM 95th-tile Q 1.9 1.7 0.8 1.7 6.7-190 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0 0 0 11 6 0 Future Volume (vph)0 0 0 11 6 0 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-191 HCM 6th TWSC EAPC (2023) PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 11 6 0 Future Vol, veh/h 0 0 0 11 6 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 12 7 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 12 0 - 0 6 6 Stage 1 - - - - 6 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1607 - - - 1015 1077 Stage 1 - - - - 1017 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1607 - - - 1015 1077 Mov Cap-2 Maneuver - - - - 1015 - Stage 1 - - - - 1017 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1607 - - - 1015 HCM Lane V/C Ratio ----0.006 HCM Control Delay (s) 0 - - - 8.6 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 6.7-192 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)37 5 25 274 429 29 Future Volume (vph)37 5 25 274 429 29 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 169 Travel Time (s)13.6 12.0 2.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-193 HCM 6th TWSC EAPC (2023) PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 37 5 25 274 429 29 Future Vol, veh/h 37 5 25 274 429 29 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 40 5 27 298 466 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 685 249 498 0 - 0 Stage 1 482 ----- Stage 2 203 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 382 751 1062 - - - Stage 1 587 ----- Stage 2 811 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 372 751 1062 - - - Mov Cap-2 Maneuver 462 ----- Stage 1 572 ----- Stage 2 811 ----- Approach EB NB SB HCM Control Delay, s 13.1 0.7 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1062 - 462 751 - - HCM Lane V/C Ratio 0.026 - 0.087 0.007 - - HCM Control Delay (s) 8.5 - 13.5 9.8 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.1 - 0.3 0 - - 6.7-194 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 261 7 23 221 20 11 Future Volume (vph) 261 7 23 221 20 11 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-195 HCM 6th TWSC EAPC (2023) PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 261 7 23 221 20 11 Future Vol, veh/h 261 7 23 221 20 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 284 8 25 240 22 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 292 0 458 288 Stage 1 - - - - 288 - Stage 2 - - - - 170 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1268 - 546 750 Stage 1 - - - - 760 - Stage 2 - - - - 843 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1268 - 535 750 Mov Cap-2 Maneuver - - - - 599 - Stage 1 - - - - 745 - Stage 2 - - - - 843 - Approach EB WB NB HCM Control Delay, s 0 0.7 10.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)645 - - 1268 - HCM Lane V/C Ratio 0.052 - - 0.02 - HCM Control Delay (s) 10.9 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0.1 - 6.7-196 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 260 12 0 244 0 13 Future Volume (vph) 260 12 0 244 0 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-197 HCM 6th TWSC EAPC (2023) PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 260 12 0 244 0 13 Future Vol, veh/h 260 12 0 244 0 13 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 283 13 0 265 0 14 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 290 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 748 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----748 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 9.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)748 - - - HCM Lane V/C Ratio 0.019 - - - HCM Control Delay (s) 9.9 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0.1 - - - 6.7-198 Lanes, Volumes, Timings EAPC (2023) PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 21 0 311 437 20 Future Volume (vph)0 21 0 311 437 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 224 288 Travel Time (s)5.7 3.1 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.7-199 HCM 6th TWSC EAPC (2023) PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\05 - EAPC (2023) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 21 0 311 437 20 Future Vol, veh/h 0 21 0 311 437 20 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 23 0 338 475 22 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 249 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 751 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 751 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 751 - - HCM Lane V/C Ratio - 0.03 - - HCM Control Delay (s) - 9.9 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - 0.1 - - 6.7-200 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 6.8:    EAC (2023) WITHOUT AND WITH PROJECT PHASE 2 CONDITIONS  TRAFFIC SIGNAL WARRANTS ANALYSIS WORKSHEETS    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITHOUT PROJECT CONDITIONS   6.8-1 This Page Intentionally Left Blank 6.8-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 2 (2023) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =201 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =193 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!05a - EAC (2023)\10R_AM.xls\Fig 4C-4 (Rural Peak) 6.8-3 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 2 (2023) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =292 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =140 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!05a - EAC (2023)\10R_PM.xls\Fig 4C-4 (Rural Peak) 6.8-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 2 (2023) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =538 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 60 High Volume Approach (VPH) =221 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane538221 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!05a - EAC (2023)\11R_AM.xls\Fig 4C-4 (Rural Peak) 6.8-5 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 2 (2023) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =741 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 60 High Volume Approach (VPH) =249 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane741249 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!05a - EAC (2023)\11R_PM.xls\Fig 4C-4 (Rural Peak) 6.8-6 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 2 (2023) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =610 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =120 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane610120 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!05a - EAC (2023)\13R_AM.xls\Fig 4C-4 (Rural Peak) 6.8-7 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 2 (2023) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =849 Number of Approach Lanes Major Street =1 Minor Street Name =Airport Blvd.High Volume Approach (VPH) =185 Number of Approach Lanes Minor Street =1 Intersection ID: #13 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane849185 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!05a - EAC (2023)\13R_PM.xls\Fig 4C-4 (Rural Peak) 6.8-8 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 2 (2023) AM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =284 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =99 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!05a - EAC (2023)\17R_AM.xls\Fig 4C-4 (Rural Peak) 6.8-9 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 2 (2023) PM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =405 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =179 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane405179 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\05 - EAPC (2023)\17R_PM.xls\Fig 4C-4 (Rural Peak) 6.8-10 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITH PROJECT CONDITIONS  6.8-11 This Page Intentionally Left Blank 6.8-12 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 2 (2023) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =223 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =200 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\05 - EAPC (2023)\10R_AM.xls\Fig 4C-4 (Rural Peak) 6.8-13 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 2 (2023) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =309 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =158 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane309158 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\05 - EAPC (2023)\10R_PM.xls\Fig 4C-4 (Rural Peak) 6.8-14 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 2 (2023) AM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =540 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 60 High Volume Approach (VPH) =227 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane540227 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\05 - EAPC (2023)\11R_AM.xls\Fig 4C-4 (Rural Peak) 6.8-15 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 2 (2023) PM PEAK HOUR WARRANTS Major Street Name =Monroe St.Total of Both Approaches (VPH) =745 Number of Approach Lanes Major Street =1 Minor Street Name =Avenue 60 High Volume Approach (VPH) =261 Number of Approach Lanes Minor Street =1 Intersection ID: #11 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane745261 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\05 - EAPC (2023)\11R_PM.xls\Fig 4C-4 (Rural Peak) 6.8-16 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 2 (2023) AM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =285 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =107 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\05 - EAPC (2023)\17R_AM.xls\Fig 4C-4 (Rural Peak) 6.8-17 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 2 (2023) PM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =407 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =186 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane407186 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\05 - EAPC (2023)\17R_PM.xls\Fig 4C-4 (Rural Peak) 6.8-18 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Madison St.Critical Approach Speed (Major) 50 mph Minor Street:Main Access Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =7,802 vpd Minor Street Future ADT =617 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +7,802 1 617 9,600 6,720 *2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +7,802 1 617 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 37% 73% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT EAPC (2023) JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EAPC Ph2_19 6.8-19 This Page Intentionally Left Blank 6.8-20 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 6.9:    EAC (2026) WITHOUT AND WITH PROJECT BUILDOUT PHASE 3 CONDITIONS  INTERSECTION OPERATIONS ANALYSIS WORKSHEETS AND  PROJECT ACCESS QUEUEING ANALYSIS WORKSHEETS    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITHOUT PROJECT CONDITIONS   6.9-1 This Page Intentionally Left Blank 6.9-2 Lanes, Volumes, Timings EAC (2026) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 72 7 10 73 74 19 281 6 105 284 69 Future Volume (vph) 116 72 7 10 73 74 19 281 6 105 284 69 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-3 HCM 6th AWSC EAC (2026) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 116 72 7 10 73 74 19 281 6 105 284 69 Future Vol, veh/h 116 72 7 10 73 74 19 281 6 105 284 69 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 123 77 7 11 78 79 20 299 6 112 302 73 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 12.7 11.4 13.2 12.7 HCM LOS BBBB Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 94% 0% 100% 0% 0% 100% 25% 0% 100% Vol Right, %0% 0% 6% 0% 0% 100% 0% 0% 75% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 187 100 116 72 7 10 49 98 105 189 LT Vol 19 0 0 116 0 0 10 0 0 105 0 Through Vol 0 187 94 0 72 0 0 49 24 0 189 RT Vol 006007007400 Lane Flow Rate 20 199 106 123 77 7 11 52 105 112 201 Geometry Grp 88888888888 Degree of Util (X) 0.042 0.391 0.207 0.272 0.158 0.014 0.024 0.109 0.205 0.226 0.379 Departure Headway (Hd)7.564 7.064 7.022 7.927 7.427 6.727 8.07 7.57 7.043 7.27 6.77 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 475 512 513 454 483 532 444 474 509 496 534 Service Time 5.28 4.78 4.738 5.665 5.165 4.465 5.808 5.308 4.782 4.981 4.481 HCM Lane V/C Ratio 0.042 0.389 0.207 0.271 0.159 0.013 0.025 0.11 0.206 0.226 0.376 HCM Control Delay 10.6 14.3 11.6 13.6 11.6 9.6 11 11.2 11.6 12.1 13.6 HCM Lane LOS BBBBBABBBBB HCM 95th-tile Q 0.1 1.8 0.8 1.1 0.6 0 0.1 0.4 0.8 0.9 1.8 6.9-4 Lanes, Volumes, Timings EAC (2026) AM Peak hour 1: Madison St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 72 7 10 73 74 19 281 6 105 284 69 Future Volume (vph) 116 72 7 10 73 74 19 281 6 105 284 69 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)30.0 43.0 43.0 14.0 27.0 27.0 16.0 34.0 34.0 29.0 47.0 47.0 Total Split (%)25.0% 35.8% 35.8% 11.7% 22.5% 22.5% 13.3% 28.3% 28.3% 24.2% 39.2% 39.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 6.9-5 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 1: Madison St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 116 72 7 10 73 74 19 281 6 105 284 69 Future Volume (veh/h) 116 72 7 10 73 74 19 281 6 105 284 69 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 123 77 7 11 78 79 20 299 6 112 302 73 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 150 254 215 31 244 109 49 2122 946 138 2299 1025 Arrive On Green 0.10 0.16 0.16 0.02 0.08 0.08 0.04 0.80 0.80 0.10 0.86 0.86 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 123 77 7 11 78 79 20 299 6 112 302 73 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 8.3 4.5 0.5 0.8 2.6 6.0 1.4 2.4 0.1 7.6 1.6 0.8 Cycle Q Clear(g_c), s 8.3 4.5 0.5 0.8 2.6 6.0 1.4 2.4 0.1 7.6 1.6 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 150 254 215 31 244 109 49 2122 946 138 2299 1025 V/C Ratio(X) 0.82 0.30 0.03 0.35 0.32 0.73 0.41 0.14 0.01 0.81 0.13 0.07 Avail Cap(c_a), veh/h 369 584 495 137 649 289 166 2122 946 354 2299 1025 HCM Platoon Ratio 1.15 1.15 1.15 1.15 1.15 1.15 1.30 1.30 1.30 1.30 1.30 1.30 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.1 45.2 43.6 58.1 52.4 54.0 56.8 4.9 4.7 52.9 2.9 2.8 Incr Delay (d2), s/veh 10.3 0.7 0.1 6.7 0.7 8.8 5.3 0.1 0.0 10.7 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 2.0 0.2 0.4 1.1 2.5 0.6 0.8 0.0 3.5 0.5 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.4 45.9 43.6 64.8 53.2 62.8 62.1 5.1 4.7 63.7 3.0 2.9 LnGrp LOS E D D E D EEAAEAA Approach Vol, veh/h 207 168 325 487 Approach Delay, s/veh 56.3 58.5 8.6 16.9 Approach LOS EEAB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.1 78.1 6.6 21.2 7.9 84.2 14.9 13.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 29.5 9.5 38.5 11.5 42.5 25.5 22.5 Max Q Clear Time (g_c+I1), s 9.6 4.4 2.8 6.5 3.4 3.6 10.3 8.0 Green Ext Time (p_c), s 0.2 1.7 0.0 0.3 0.0 2.0 0.2 0.5 Intersection Summary HCM 6th Ctrl Delay 27.4 HCM 6th LOS C 6.9-6 Lanes, Volumes, Timings EAC (2026) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)44 84 1 435 39 128 442 Future Volume (vph)44 84 1 435 39 128 442 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 3 2 Detector Phase 3352216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)14.0 14.0 12.0 27.0 27.0 19.0 34.0 Total Split (%)23.3% 23.3% 20.0% 45.0% 45.0% 31.7% 56.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 19 (32%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.9-7 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 44 84 1 435 39 128 442 Future Volume (veh/h) 44 84 1 435 39 128 442 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 51 97 500 45 147 508 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 200 178 1967 877 202 2601 Arrive On Green 0.12 0.12 0.60 0.60 0.12 0.77 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 51 97 500 45 147 508 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.6 3.6 4.1 0.7 4.9 2.4 Cycle Q Clear(g_c), s 1.6 3.6 4.1 0.7 4.9 2.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 200 178 1967 877 202 2601 V/C Ratio(X) 0.26 0.55 0.25 0.05 0.73 0.20 Avail Cap(c_a), veh/h 289 257 1967 877 434 2601 HCM Platoon Ratio 1.00 1.00 1.05 1.05 1.05 1.02 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 25.1 6.0 5.4 25.4 2.0 Incr Delay (d2), s/veh 0.7 2.6 0.3 0.1 5.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 1.3 1.0 0.2 2.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.9 27.7 6.4 5.5 30.4 2.2 LnGrp LOS C C A A C A Approach Vol, veh/h 148 545 655 Approach Delay, s/veh 26.7 6.3 8.5 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 11.0 38.1 49.1 10.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 22.5 29.5 9.5 Max Q Clear Time (g_c+I1), s 6.9 6.1 4.4 5.6 Green Ext Time (p_c), s 0.2 2.7 3.0 0.1 Intersection Summary HCM 6th Ctrl Delay 9.6 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. 6.9-8 Lanes, Volumes, Timings EAC (2026) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 244 388 44 221 86 260 320 30 85 266 20 Future Volume (vph)19 244 388 44 221 86 260 320 30 85 266 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-9 HCM 6th AWSC EAC (2026) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh79.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 244 388 44 221 86 260 320 30 85 266 20 Future Vol, veh/h 19 244 388 44 221 86 260 320 30 85 266 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 21 274 436 49 248 97 292 360 34 96 299 22 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 177.4 24.3 39.1 24.7 HCM LOS F C E C Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 78% 0% 100% 17% 0% 100% 46% 0% 100% 82% Vol Right, %0% 0% 22% 0% 0% 83% 0% 0% 54% 0% 0% 18% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 260 213 137 19 163 469 44 147 160 85 177 109 LT Vol 260 0 0 19 0 0 44 0 0 85 0 0 Through Vol 0 213 107 0 163 81 0 147 74 0 177 89 RT Vol 0 0 30 0 0 388 0 0 86 0 0 20 Lane Flow Rate 292 240 154 21 183 527 49 166 179 96 199 122 Geometry Grp 888888888888 Degree of Util (X) 0.855 0.669 0.422 0.065 0.527 1.436 0.157 0.503 0.527 0.299 0.598 0.362 Departure Headway (Hd) 11.14710.64710.49410.87910.379 9.8 11.97 11.4711.09311.92311.42311.294 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 327 343 346 329 347 374 302 316 327 304 319 321 Service Time 8.847 8.347 8.194 8.639 8.139 7.561 9.67 9.17 8.793 9.623 9.123 8.994 HCM Lane V/C Ratio 0.893 0.7 0.445 0.064 0.527 1.409 0.162 0.525 0.547 0.316 0.624 0.38 HCM Control Delay 54.4 32.4 20.6 14.4 24.2 237.1 16.9 25.2 25.5 19.6 29.8 20.3 HCM Lane LOS F D C B C F CDDCDC HCM 95th-tile Q 7.7 4.6 2 0.2 2.9 27.1 0.5 2.7 2.9 1.2 3.6 1.6 6.9-10 Lanes, Volumes, Timings EAC (2026) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 244 388 44 221 86 260 320 30 85 266 20 Future Volume (vph)19 244 388 44 221 86 260 320 30 85 266 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)13.0 43.0 17.0 47.0 47.0 28.0 38.0 38.0 22.0 32.0 Total Split (%)10.8% 35.8% 14.2% 39.2% 39.2% 23.3% 31.7% 31.7% 18.3% 26.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.9-11 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 244 388 44 221 86 260 320 30 85 266 20 Future Volume (veh/h) 19 244 388 44 221 86 260 320 30 85 266 20 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 21 274 436 49 248 97 292 360 34 96 299 22 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 51 524 467 81 1108 494 362 1492 665 120 1285 94 Arrive On Green 0.03 0.30 0.30 0.05 0.32 0.32 0.11 0.43 0.43 0.07 0.39 0.39 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3269 239 Grp Volume(v), veh/h 21 274 436 49 248 97 292 360 34 96 157 164 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1778 Q Serve(g_s), s 1.4 15.7 33.0 3.3 6.3 5.5 10.2 7.9 1.5 6.5 7.3 7.4 Cycle Q Clear(g_c), s 1.4 15.7 33.0 3.3 6.3 5.5 10.2 7.9 1.5 6.5 7.3 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 51 524 467 81 1108 494 362 1492 665 120 680 699 V/C Ratio(X) 0.41 0.52 0.93 0.60 0.22 0.20 0.81 0.24 0.05 0.80 0.23 0.23 Avail Cap(c_a), veh/h 123 555 495 181 1225 547 659 1492 665 253 680 699 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.2 34.7 40.7 56.1 29.9 29.6 52.3 21.7 19.8 55.0 24.3 24.3 Incr Delay (d2), s/veh 4.8 0.7 22.9 7.0 0.1 0.2 4.3 0.4 0.1 11.5 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 6.4 14.6 1.6 2.5 2.0 4.4 3.1 0.5 3.2 3.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.1 35.4 63.6 63.0 30.0 29.8 56.6 22.0 20.0 66.5 25.1 25.1 LnGrp LOS E D E E C C E C B E C C Approach Vol, veh/h 731 394 686 417 Approach Delay, s/veh 53.0 34.0 36.7 34.6 Approach LOS DCDC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.8 56.2 10.1 40.8 17.4 51.7 8.0 42.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 17.5 33.5 12.5 38.5 23.5 27.5 8.5 42.5 Max Q Clear Time (g_c+I1), s 8.5 9.9 5.3 35.0 12.2 9.4 3.4 8.3 Green Ext Time (p_c), s 0.1 2.1 0.0 1.4 0.7 1.4 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 41.2 HCM 6th LOS D 6.9-12 Lanes, Volumes, Timings EAC (2026) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)73 466 59 28 422 72 131 299 14 63 270 63 Future Volume (vph)73 466 59 28 422 72 131 299 14 63 270 63 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)22.0 50.0 50.0 15.0 43.0 43.0 19.0 41.0 41.0 14.0 36.0 36.0 Total Split (%)18.3% 41.7% 41.7% 12.5% 35.8% 35.8% 15.8% 34.2% 34.2% 11.7% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.9-13 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 466 59 28 422 72 131 299 14 63 270 63 Future Volume (veh/h) 73 466 59 28 422 72 131 299 14 63 270 63 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 84 536 68 32 485 83 151 344 16 72 310 72 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 106 1573 702 66 1493 666 209 1052 469 178 1021 455 Arrive On Green 0.06 0.45 0.45 0.04 0.43 0.43 0.06 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 84 536 68 32 485 83 151 344 16 72 310 72 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.7 12.0 3.0 2.2 11.1 3.9 5.3 9.2 0.9 2.5 8.3 4.1 Cycle Q Clear(g_c), s 5.7 12.0 3.0 2.2 11.1 3.9 5.3 9.2 0.9 2.5 8.3 4.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 106 1573 702 66 1493 666 209 1052 469 178 1021 455 V/C Ratio(X) 0.79 0.34 0.10 0.48 0.32 0.12 0.72 0.33 0.03 0.40 0.30 0.16 Avail Cap(c_a), veh/h 253 1573 702 152 1493 666 407 1052 469 266 1021 455 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.6 21.1 18.7 56.5 22.6 20.5 55.2 32.3 29.4 55.0 32.8 31.3 Incr Delay (d2), s/veh 12.2 0.6 0.3 5.3 0.6 0.4 4.6 0.8 0.1 1.5 0.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 4.8 1.1 1.0 4.3 1.4 2.3 3.8 0.3 1.1 3.5 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.7 21.7 19.0 61.9 23.1 20.9 59.9 33.1 29.5 56.4 33.5 32.0 LnGrp LOS E C B E C C E C C E C C Approach Vol, veh/h 688 600 511 454 Approach Delay, s/veh 27.1 24.9 40.9 36.9 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 41.0 9.1 59.0 12.0 39.9 11.9 56.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 36.5 10.5 45.5 14.5 31.5 17.5 38.5 Max Q Clear Time (g_c+I1), s 4.5 11.2 4.2 14.0 7.3 10.3 7.7 13.1 Green Ext Time (p_c), s 0.1 2.0 0.0 3.7 0.2 1.9 0.1 3.0 Intersection Summary HCM 6th Ctrl Delay 31.6 HCM 6th LOS C 6.9-14 Lanes, Volumes, Timings EAC (2026) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)80 365 66 33 372 33 118 303 52 55 315 117 Future Volume (vph)80 365 66 33 372 33 118 303 52 55 315 117 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 47.0 47.0 17.0 42.0 42.0 18.0 41.0 41.0 15.0 38.0 38.0 Total Split (%)18.3% 39.2% 39.2% 14.2% 35.0% 35.0% 15.0% 34.2% 34.2% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.9-15 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 365 66 33 372 33 118 303 52 55 315 117 Future Volume (veh/h) 80 365 66 33 372 33 118 303 52 55 315 117 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 82 372 67 34 380 34 120 309 53 56 321 119 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 104 1581 705 69 1510 674 193 1052 469 166 1025 457 Arrive On Green 0.06 0.46 0.46 0.04 0.44 0.44 0.06 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 82 372 67 34 380 34 120 309 53 56 321 119 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.6 7.8 3.0 2.3 8.3 1.5 4.2 8.2 3.0 1.9 8.6 7.1 Cycle Q Clear(g_c), s 5.6 7.8 3.0 2.3 8.3 1.5 4.2 8.2 3.0 1.9 8.6 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 104 1581 705 69 1510 674 193 1052 469 166 1025 457 V/C Ratio(X) 0.79 0.24 0.10 0.50 0.25 0.05 0.62 0.29 0.11 0.34 0.31 0.26 Avail Cap(c_a), veh/h 253 1581 705 181 1510 674 379 1052 469 294 1025 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.6 19.8 18.5 56.5 21.4 19.5 55.3 31.9 30.1 55.1 32.8 32.2 Incr Delay (d2), s/veh 12.3 0.3 0.3 5.4 0.4 0.1 3.3 0.7 0.5 1.2 0.8 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 3.1 1.1 1.1 3.3 0.5 1.8 3.4 1.1 0.8 3.6 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.0 20.2 18.8 61.9 21.8 19.6 58.6 32.6 30.6 56.3 33.6 33.6 LnGrp LOS E C B E C B E C C E C C Approach Vol, veh/h 521 448 482 496 Approach Delay, s/veh 27.5 24.7 38.8 36.1 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 59.3 11.4 40.0 11.7 56.9 10.4 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 42.5 13.5 33.5 17.5 37.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 4.3 9.8 6.2 10.6 7.6 10.3 3.9 10.2 Green Ext Time (p_c), s 0.0 2.5 0.2 2.1 0.1 2.3 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 31.9 HCM 6th LOS C 6.9-16 Lanes, Volumes, Timings EAC (2026) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 433 5 250 30 590 192 27 Future Volume (vph)8 10 13 43 7 433 5 250 30 590 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-17 HCM 6th AWSC EAC (2026) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh117.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 43 7 433 5 250 30 590 192 27 Future Vol, veh/h 8 10 13 43 7 433 5 250 30 590 192 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 48 8 481 6 278 33 656 213 30 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 13.6 58.7 16.9 191.7 HCM LOS B F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %4% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %96% 81% 0% 100% 20% 0% 100% 0% 0% 100% 70% Vol Right, %0% 19% 0% 0% 80% 0% 0% 100% 0% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 130 155 8 7 16 43 7 433 590 128 91 LT Vol 50800430059000 Through Vol 125 125 073070012864 RT Vol 0 30 0 0 13 0 0 433 0 0 27 Lane Flow Rate 144 172 9 7 18 48 8 481 656 142 101 Geometry Grp 88888888888 Degree of Util (X) 0.343 0.402 0.025 0.02 0.046 0.112 0.017 0.971 1.499 0.305 0.211 Departure Headway (Hd) 9.006 8.85211.19210.671 10.09 9.305 8.795 8.081 8.234 7.731 7.522 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 402 410 322 337 357 387 409 452 446 466 479 Service Time 6.706 6.552 8.892 8.371 7.79 7.005 6.495 5.781 5.947 5.443 5.234 HCM Lane V/C Ratio 0.358 0.42 0.028 0.021 0.05 0.124 0.02 1.064 1.471 0.305 0.211 HCM Control Delay 16.3 17.4 14.2 13.6 13.3 13.2 11.6 64 258 13.8 12.2 HCM Lane LOS C C BBBBBFFBB HCM 95th-tile Q 1.5 1.9 0.1 0.1 0.1 0.4 0.1 12 34.4 1.3 0.8 6.9-18 Lanes, Volumes, Timings EAC (2026) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 433 5 250 30 590 192 27 Future Volume (vph)8 10 13 43 7 433 5 250 30 590 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm Protected Phases 2 6488 44 Permitted Phases 2 6 6 4 Detector Phase 2 2 66488 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)28.0 28.0 28.0 28.0 61.0 31.0 31.0 61.0 61.0 61.0 Total Split (%)23.3% 23.3% 23.3% 23.3% 50.8% 25.8% 25.8% 50.8% 50.8% 50.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87 (73%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.9-19 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 43 7 433 5 250 30 590 192 27 Future Volume (veh/h) 8 10 13 43 7 433 5 250 30 590 192 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 48 8 481 6 278 33 656 213 30 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 234 339 302 321 357 1029 14 688 85 1584 1629 727 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.22 0.22 0.22 0.47 0.47 0.47 Sat Flow, veh/h 907 1730 1543 1386 1821 1543 65 3117 387 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 48 8 481 168 0 149 656 213 30 Grp Sat Flow(s),veh/h/ln 907 1730 1543 1386 1821 1543 1818 0 1752 1682 1730 1543 Q Serve(g_s), s 1.0 0.6 0.9 3.5 0.4 18.1 9.5 0.0 8.7 15.4 4.2 1.3 Cycle Q Clear(g_c), s 1.4 0.6 0.9 4.4 0.4 18.1 9.5 0.0 8.7 15.4 4.2 1.3 Prop In Lane 1.00 1.00 1.00 1.00 0.04 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 234 339 302 321 357 1029 401 0 387 1584 1629 727 V/C Ratio(X) 0.04 0.03 0.05 0.15 0.02 0.47 0.42 0.00 0.39 0.41 0.13 0.04 Avail Cap(c_a), veh/h 234 339 302 321 357 1029 401 0 387 1584 1629 727 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.86 0.86 0.86 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.5 39.0 39.2 40.9 39.0 9.7 40.1 0.0 39.8 20.9 17.9 17.1 Incr Delay (d2), s/veh 0.3 0.2 0.3 0.2 0.0 0.3 3.2 0.0 2.9 0.8 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.3 0.3 1.2 0.2 14.2 4.4 0.0 3.9 5.7 1.6 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.8 39.2 39.4 41.1 39.0 10.0 43.3 0.0 42.7 21.7 18.1 17.2 LnGrp LOS DDDDDADADCBB Approach Vol, veh/h 34 537 317 899 Approach Delay, s/veh 39.5 13.2 43.0 20.7 Approach LOS D B D C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 28.0 61.0 28.0 31.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 56.5 23.5 26.5 Max Q Clear Time (g_c+I1), s 3.4 17.4 20.1 11.5 Green Ext Time (p_c), s 0.1 3.8 0.7 1.3 Intersection Summary HCM 6th Ctrl Delay 22.7 HCM 6th LOS C 6.9-20 Lanes, Volumes, Timings EAC (2026) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 126 401 322 15 391 322 253 506 35 209 550 95 Future Volume (vph) 126 401 322 15 391 322 253 506 35 209 550 95 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.9-21 HCM 6th Roundabout EAC (2026) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 97.8 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 912 782 854 918 Demand Flow Rate, veh/h 931 797 871 937 Vehicles Circulating, veh/h 848 970 807 721 Vehicles Exiting, veh/h 705 669 619 693 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 39.3 23.4 190.1 133.2 Approach LOS E C F F Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 353 4.976 353 4.976 39 4.976 104 Entry Flow, veh/h 578 1887 444 1887 832 1887 833 1887 Cap Entry Lane, veh/h 581 0.980 513 0.980 606 0.980 661 0.980 Entry HV Adj Factor 0.980 346 0.981 346 0.981 38 0.980 102 Flow Entry, veh/h 566 1850 436 1850 816 1850 816 1850 Cap Entry, veh/h 569 0.187 503 0.187 594 0.021 648 0.055 V/C Ratio 0.995 0.0 0.865 0.0 1.373 0.0 1.259 0.0 Control Delay, s/veh 63.3 A 42.0 A 198.9 A 149.9 A LOS F1E1F0F0 95th %tile Queue, veh 14 9 36 31 6.9-22 Lanes, Volumes, Timings EAC (2026) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 12411613905134086551 Future Volume (vph)37 12411613905134086551 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 52.0 20.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 43.3% 16.7% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 10 (8%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.9-23 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 12411613905134086551 Future Volume (veh/h) 37 12411613905134086551 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 40 12411714973144393055 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 62 1 199 55 8 199 65 3195 46 132 3224 190 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.04 0.63 0.63 0.03 0.23 0.23 Sat Flow, veh/h 24 6 1543 11 62 1543 1734 5050 73 1734 4801 283 Grp Volume(v), veh/h 41 0250171463834943641344 Grp Sat Flow(s),veh/h/ln 30 0 1543 73 0 1543 1734 1657 1808 1734 1657 1770 Q Serve(g_s), s 0.3 0.0 0.1 0.1 0.0 1.2 0.9 10.5 10.5 2.9 19.2 19.2 Cycle Q Clear(g_c), s 15.4 0.0 0.1 15.3 0.0 1.2 0.9 10.5 10.5 2.9 19.2 19.2 Prop In Lane 0.98 1.00 0.80 1.00 1.00 0.04 1.00 0.16 Lane Grp Cap(c), veh/h 63 0 199 63 0 199 65 2097 1144 132 2226 1189 V/C Ratio(X) 0.65 0.00 0.01 0.08 0.00 0.09 0.22 0.30 0.30 0.33 0.29 0.29 Avail Cap(c_a), veh/h 374 0 540 391 0 540 173 2097 1144 202 2226 1189 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.34 0.34 0.34 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 59.7 0.0 45.6 46.6 0.0 46.1 56.1 10.0 10.0 55.4 22.6 22.6 Incr Delay (d2), s/veh 21.5 0.0 0.0 1.1 0.0 0.4 3.5 0.4 0.7 2.1 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.1 0.2 0.0 0.5 0.5 3.4 3.8 1.3 8.5 9.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.2 0.0 45.7 47.7 0.0 46.5 59.6 10.4 10.7 57.6 22.8 23.1 LnGrp LOS F A D D A D EBBECC Approach Vol, veh/h 43 22 1001 1028 Approach Delay, s/veh 79.5 46.7 11.2 24.4 Approach LOS E D B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.1 83.3 21.6 10.5 88.0 21.6 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 44.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.9 12.5 17.4 2.9 21.2 17.3 Green Ext Time (p_c), s 0.1 12.6 0.3 0.0 11.3 0.1 Intersection Summary HCM 6th Ctrl Delay 19.4 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 6.9-24 Lanes, Volumes, Timings EAC (2026) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 300 74 84 333 232 121 770 68 154 791 362 Future Volume (vph) 256 300 74 84 333 232 121 770 68 154 791 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.9-25 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 300 74 84 333 232 121 770 68 154 791 362 Future Volume (veh/h) 256 300 74 84 333 232 121 770 68 154 791 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 306 76 86 340 237 123 786 69 157 807 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1094 488 164 490 415 171 1318 409 335 1323 411 Arrive On Green 0.14 0.32 0.32 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 306 76 86 340 237 123 786 69 157 807 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 8.0 4.3 5.7 20.1 15.9 8.4 18.3 5.0 5.3 17.1 27.7 Cycle Q Clear(g_c), s 17.0 8.0 4.3 5.7 20.1 15.9 8.4 18.3 5.0 5.3 17.1 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1094 488 164 490 415 171 1318 409 335 1323 411 V/C Ratio(X) 1.06 0.28 0.16 0.53 0.69 0.57 0.72 0.60 0.17 0.47 0.61 0.90 Avail Cap(c_a), veh/h 246 1094 488 173 490 415 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 30.8 29.5 51.8 39.4 37.9 56.4 48.6 42.5 51.0 38.6 42.5 Incr Delay (d2), s/veh 74.8 0.6 0.7 1.0 7.9 5.6 11.2 0.8 0.3 0.4 0.9 21.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 3.3 1.6 2.5 9.8 6.5 4.3 8.1 1.9 2.2 6.7 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 126.3 31.4 30.2 52.8 47.3 43.5 67.6 49.4 42.8 51.4 39.5 64.0 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 643 663 978 1333 Approach Delay, s/veh 69.8 46.7 51.2 47.7 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.9 39.3 17.3 45.4 17.8 39.4 23.0 39.8 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 7.3 20.3 7.7 10.0 10.4 29.7 19.0 22.1 Green Ext Time (p_c), s 0.1 5.3 0.0 3.9 0.0 2.3 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 52.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.9-26 Lanes, Volumes, Timings EAC (2026) AM Peak hour 9: Jefferson St. & Avenue 50 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 300 74 84 333 232 121 770 68 154 791 362 Future Volume (vph) 256 300 74 84 333 232 121 770 68 154 791 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.9-27 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 9: Jefferson St. & Avenue 50 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 300 74 84 333 232 121 770 68 154 791 362 Future Volume (veh/h) 256 300 74 84 333 232 121 770 68 154 791 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 306 76 86 340 237 123 786 69 157 807 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1094 488 164 930 415 171 1318 409 335 1323 411 Arrive On Green 0.14 0.32 0.32 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 306 76 86 340 237 123 786 69 157 807 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 8.0 4.3 5.7 9.6 15.9 8.4 18.3 5.0 5.3 17.1 27.7 Cycle Q Clear(g_c), s 17.0 8.0 4.3 5.7 9.6 15.9 8.4 18.3 5.0 5.3 17.1 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1094 488 164 930 415 171 1318 409 335 1323 411 V/C Ratio(X) 1.06 0.28 0.16 0.53 0.37 0.57 0.72 0.60 0.17 0.47 0.61 0.90 Avail Cap(c_a), veh/h 246 1094 488 173 930 415 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 30.8 29.5 51.8 35.6 37.9 56.4 48.6 42.5 51.0 38.6 42.5 Incr Delay (d2), s/veh 74.8 0.6 0.7 1.0 1.1 5.6 11.2 0.8 0.3 0.4 0.9 21.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 3.3 1.6 2.5 4.1 6.5 4.3 8.1 1.9 2.2 6.7 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 126.3 31.4 30.2 52.8 36.7 43.5 67.6 49.4 42.8 51.4 39.5 64.0 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 643 663 978 1333 Approach Delay, s/veh 69.8 41.2 51.2 47.7 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.9 39.3 17.3 45.4 17.8 39.4 23.0 39.8 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 7.3 20.3 7.7 10.0 10.4 29.7 19.0 17.9 Green Ext Time (p_c), s 0.1 5.3 0.0 3.9 0.0 2.3 0.0 4.2 Intersection Summary HCM 6th Ctrl Delay 51.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.9-28 Lanes, Volumes, Timings EAC (2026) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)36 9 12 171 156 65 Future Volume (vph)36 9 12 171 156 65 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-29 HCM 6th AWSC EAC (2026) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 36 9 12 171 156 65 Future Vol, veh/h 36 9 12 171 156 65 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 43 11 14 206 188 78 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 9 8.9 9.9 HCM LOS A A A Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %80% 0% 0% 100% 0% Vol Thru, %20% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 45 12 171 156 65 LT Vol 36 0 0 156 0 Through Vol 9 12 0 0 0 RT Vol 0 0 171 0 65 Lane Flow Rate 54 14 206 188 78 Geometry Grp 47777 Degree of Util (X) 0.082 0.021 0.263 0.297 0.097 Departure Headway (Hd)5.45 5.307 4.603 5.683 4.478 Convergence, Y/N Yes Yes Yes Yes Yes Cap 657 675 781 632 798 Service Time 3.491 3.036 2.332 3.423 2.218 HCM Lane V/C Ratio 0.082 0.021 0.264 0.297 0.098 HCM Control Delay 9 8.2 9 10.8 7.7 HCM Lane LOS AAABA HCM 95th-tile Q 0.3 0.1 1.1 1.2 0.3 6.9-30 Lanes, Volumes, Timings EAC (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 59 122 10 69 167 123 343 19 82 180 50 Future Volume (vph)28 59 122 10 69 167 123 343 19 82 180 50 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-31 HCM 6th AWSC EAC (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 25.9 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 28 59 122 10 69 167 123 343 19 82 180 50 Future Vol, veh/h 28 59 122 10 69 167 123 343 19 82 180 50 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 31 65 134 11 76 184 135 377 21 90 198 55 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 14.7 23.5 38 16.4 HCM LOS B C E C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 32% 0% 4% 100% 0% 0% Vol Thru, %0% 95% 68% 0% 28% 0% 100% 0% Vol Right, %0% 5% 0% 100% 68% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 123 362 87 122 246 82 180 50 LT Vol 123 0 28 0 10 82 0 0 Through Vol 0 343 59 0 69 0 180 0 RT Vol 0 19 0 122 167 0 0 50 Lane Flow Rate 135 398 96 134 270 90 198 55 Geometry Grp 88888888 Degree of Util (X) 0.319 0.878 0.242 0.307 0.618 0.226 0.468 0.119 Departure Headway (Hd)8.505 7.95 9.122 8.233 8.235 9.035 8.518 7.795 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 423 457 394 436 438 397 423 459 Service Time 6.254 5.699 6.881 5.992 5.987 6.79 6.273 5.549 HCM Lane V/C Ratio 0.319 0.871 0.244 0.307 0.616 0.227 0.468 0.12 HCM Control Delay 15.2 45.8 14.8 14.6 23.5 14.4 18.6 11.6 HCM Lane LOS C E B B C B C B HCM 95th-tile Q 1.4 9.2 0.9 1.3 4.1 0.9 2.4 0.4 6.9-32 Lanes, Volumes, Timings EAC (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)28 59 122 10 69 167 123 343 19 82 180 50 Future Volume (vph)28 59 122 10 69 167 123 343 19 82 180 50 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 6 Detector Phase 44488 52 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)42.0 42.0 42.0 42.0 42.0 28.0 57.0 21.0 50.0 50.0 Total Split (%)35.0% 35.0% 35.0% 35.0% 35.0% 23.3% 47.5% 17.5% 41.7% 41.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 6.9-33 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 59 122 10 69 167 123 343 19 82 180 50 Future Volume (veh/h) 28 59 122 10 69 167 123 343 19 82 180 50 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 31 65 134 11 76 184 135 377 21 90 198 55 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 92 172 295 37 93 209 163 1078 60 113 1097 930 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.09 0.63 0.63 0.07 0.60 0.60 Sat Flow, veh/h 272 899 1543 29 487 1092 1734 1709 95 1734 1821 1543 Grp Volume(v), veh/h 96 0 134 271 0 0 135 0 398 90 198 55 Grp Sat Flow(s),veh/h/ln 1170 0 1543 1609 0 0 1734 0 1804 1734 1821 1543 Q Serve(g_s), s 0.0 0.0 9.2 7.1 0.0 0.0 9.2 0.0 12.5 6.1 5.8 1.8 Cycle Q Clear(g_c), s 6.8 0.0 9.2 19.6 0.0 0.0 9.2 0.0 12.5 6.1 5.8 1.8 Prop In Lane 0.32 1.00 0.04 0.68 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 263 0 295 339 0 0 163 0 1139 113 1097 930 V/C Ratio(X) 0.36 0.00 0.45 0.80 0.00 0.00 0.83 0.00 0.35 0.80 0.18 0.06 Avail Cap(c_a), veh/h 447 0 482 532 0 0 340 0 1139 238 1097 930 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.6 0.0 43.0 47.2 0.0 0.0 53.4 0.0 10.5 55.3 10.6 9.8 Incr Delay (d2), s/veh 0.8 0.0 1.1 4.7 0.0 0.0 10.1 0.0 0.8 11.8 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 3.5 8.1 0.0 0.0 4.3 0.0 4.6 3.0 2.2 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.4 0.0 44.1 51.8 0.0 0.0 63.5 0.0 11.3 67.1 11.0 10.0 LnGrp LOS D A D D AAEABEBA Approach Vol, veh/h 230 271 533 343 Approach Delay, s/veh 43.4 51.8 24.5 25.6 Approach LOS DDCC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.3 80.2 27.4 15.8 76.8 27.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 52.5 37.5 23.5 45.5 37.5 Max Q Clear Time (g_c+I1), s 8.1 14.5 11.2 11.2 7.8 21.6 Green Ext Time (p_c), s 0.1 2.3 0.9 0.2 1.2 1.3 Intersection Summary HCM 6th Ctrl Delay 33.3 HCM 6th LOS C 6.9-34 Lanes, Volumes, Timings EAC (2026) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)36 76 62 30 51 41 50 438 49 31 278 37 Future Volume (vph)36 76 62 30 51 41 50 438 49 31 278 37 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-35 HCM 6th AWSC EAC (2026) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 52.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 76 62 30 51 41 50 438 49 31 278 37 Future Vol, veh/h 36 76 62 30 51 41 50 438 49 31 278 37 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 43 90 74 36 61 49 60 521 58 37 331 44 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 15.5 14 91.8 22.6 HCM LOS C B F C Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %9% 21% 25% 10% 0% Vol Thru, %82% 44% 42% 90% 0% Vol Right, % 9% 36% 34% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 537 174 122 309 37 LT Vol 50 36 30 31 0 Through Vol 438 76 51 278 0 RT Vol 49 62 41 0 37 Lane Flow Rate 639 207 145 368 44 Geometry Grp 52277 Degree of Util (X) 1.101 0.407 0.296 0.692 0.074 Departure Headway (Hd)6.198 7.473 7.76 7.074 6.304 Convergence, Y/N Yes Yes Yes Yes Yes Cap 588 485 466 515 572 Service Time 4.198 5.473 5.76 4.774 4.004 HCM Lane V/C Ratio 1.087 0.427 0.311 0.715 0.077 HCM Control Delay 91.8 15.5 14 24.2 9.5 HCM Lane LOS F C B C A HCM 95th-tile Q 19.6 2 1.2 5.3 0.2 6.9-36 Lanes, Volumes, Timings EAC (2026) AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)36 76 62 30 51 41 50 438 49 31 278 37 Future Volume (vph)36 76 62 30 51 41 50 438 49 31 278 37 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)34.0 34.0 34.0 34.0 17.0 73.0 13.0 69.0 Total Split (%)28.3% 28.3% 28.3% 28.3% 14.2% 60.8% 10.8% 57.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.9-37 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 76 62 30 51 41 50 438 49 31 278 37 Future Volume (veh/h) 36 76 62 30 51 41 50 438 49 31 278 37 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 43 90 74 36 61 49 60 521 58 37 331 44 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %222222222222 Cap, veh/h 166 132 108 121 133 107 87 1133 126 72 1094 145 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.05 0.70 0.70 0.04 0.69 0.69 Sat Flow, veh/h 1283 924 760 1222 935 751 1734 1610 179 1734 1574 209 Grp Volume(v), veh/h 43 0 164 36 0 110 60 0 579 37 0 375 Grp Sat Flow(s),veh/h/ln 1283 0 1684 1222 0 1686 1734 0 1789 1734 0 1783 Q Serve(g_s), s 3.8 0.0 11.1 3.5 0.0 7.2 4.1 0.0 17.0 2.5 0.0 9.8 Cycle Q Clear(g_c), s 11.0 0.0 11.1 14.6 0.0 7.2 4.1 0.0 17.0 2.5 0.0 9.8 Prop In Lane 1.00 0.45 1.00 0.45 1.00 0.10 1.00 0.12 Lane Grp Cap(c), veh/h 166 0 240 121 0 240 87 0 1259 72 0 1239 V/C Ratio(X) 0.26 0.00 0.68 0.30 0.00 0.46 0.69 0.00 0.46 0.52 0.00 0.30 Avail Cap(c_a), veh/h 299 0 414 247 0 414 181 0 1259 123 0 1239 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.3 0.0 48.9 55.8 0.0 47.2 56.0 0.0 7.8 56.3 0.0 7.1 Incr Delay (d2), s/veh 0.8 0.0 3.4 1.4 0.0 1.4 9.1 0.0 1.2 5.6 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 4.7 1.1 0.0 3.1 2.0 0.0 5.7 1.2 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.1 0.0 52.3 57.2 0.0 48.6 65.2 0.0 9.0 62.0 0.0 7.7 LnGrp LOS D A D E A D EAAEAA Approach Vol, veh/h 207 146 639 412 Approach Delay, s/veh 52.5 50.7 14.3 12.6 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.5 89.0 21.6 10.6 87.9 21.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 68.5 29.5 12.5 64.5 29.5 Max Q Clear Time (g_c+I1), s 4.5 19.0 13.1 6.1 11.8 16.6 Green Ext Time (p_c), s 0.0 3.7 0.8 0.0 2.2 0.5 Intersection Summary HCM 6th Ctrl Delay 23.2 HCM 6th LOS C 6.9-38 Lanes, Volumes, Timings EAC (2026) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 133 19 27 81 36 29 412 46 71 275 13 Future Volume (vph)0 133 19 27 81 36 29 412 46 71 275 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-39 HCM 6th AWSC EAC (2026) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh47.3 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 133 19 27 81 36 29 412 46 71 275 13 Future Vol, veh/h 0 133 19 27 81 36 29 412 46 71 275 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 156 22 32 95 42 34 485 54 84 324 15 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 14.7 16.9 90.1 15.2 HCM LOS B C F C Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 19% 100% 0% 0% Vol Thru, %0% 90% 100% 100% 0% 56% 0% 100% 88% Vol Right, %0% 10% 0% 0% 100% 25% 0% 0% 12% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 29 458 0 133 19 144 71 183 105 LT Vol 290000277100 Through Vol 0 412 0 133 0 81 0 183 92 RT Vol 0 46 0 0 19 36 0 0 13 Lane Flow Rate 34 539 0 156 22 169 84 216 123 Geometry Grp 887778888 Degree of Util (X) 0.075 1.095 0 0.343 0.045 0.391 0.188 0.455 0.257 Departure Headway (Hd) 7.901 7.316 8.288 8.288 7.567 8.705 8.462 7.948 7.858 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 456 501 0 437 476 417 427 457 461 Service Time 5.601 5.016 5.988 5.988 5.267 6.405 6.162 5.648 5.558 HCM Lane V/C Ratio 0.075 1.076 0 0.357 0.046 0.405 0.197 0.473 0.267 HCM Control Delay 11.2 95.1 11 15.3 10.6 16.9 13.1 17.1 13.3 HCM Lane LOS B F N C B C B C B HCM 95th-tile Q 0.2 17.4 0 1.5 0.1 1.8 0.7 2.3 1 6.9-40 Lanes, Volumes, Timings EAC (2026) AM Peak hour 13: Monroe St. & Airport Bl.With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 133 19 27 81 36 29 412 46 71 275 13 Future Volume (vph)0 133 19 27 81 36 29 412 46 71 275 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 6 Detector Phase 44488 52 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)31.0 31.0 31.0 31.0 31.0 14.0 69.0 20.0 75.0 75.0 Total Split (%)25.8% 25.8% 25.8% 25.8% 25.8% 11.7% 57.5% 16.7% 62.5% 62.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 13: Monroe St. & Airport Bl. 6.9-41 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 13: Monroe St. & Airport Bl.With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 133 19 27 81 36 29 412 46 71 275 13 Future Volume (veh/h) 0 133 19 27 81 36 29 412 46 71 275 13 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 156 22 32 95 42 34 485 54 84 324 15 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 60 279 237 58 127 49 69 1083 121 106 2403 1072 Arrive On Green 0.00 0.15 0.15 0.15 0.15 0.15 0.04 0.71 0.71 0.06 0.73 0.73 Sat Flow, veh/h 1252 1821 1543 146 826 321 1734 1610 179 1734 3460 1543 Grp Volume(v), veh/h 0 156 22 169 0 0 34 0 539 84 324 15 Grp Sat Flow(s),veh/h/ln 1252 1821 1543 1293 0 0 1734 0 1789 1734 1730 1543 Q Serve(g_s), s 0.0 9.5 1.5 6.4 0.0 0.0 2.3 0.0 15.5 5.7 3.4 0.3 Cycle Q Clear(g_c), s 0.0 9.5 1.5 15.9 0.0 0.0 2.3 0.0 15.5 5.7 3.4 0.3 Prop In Lane 1.00 1.00 0.19 0.25 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 60 279 237 234 0 0 69 0 1204 106 2403 1072 V/C Ratio(X) 0.00 0.56 0.09 0.72 0.00 0.00 0.50 0.00 0.45 0.79 0.13 0.01 Avail Cap(c_a), veh/h 144 402 341 342 0 0 137 0 1204 224 2403 1072 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Upstream Filter(I)0.00 0.94 0.94 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 47.0 43.6 49.7 0.0 0.0 56.3 0.0 8.0 55.4 5.4 5.0 Incr Delay (d2), s/veh 0.0 1.6 0.2 4.2 0.0 0.0 5.4 0.0 1.2 12.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.3 0.6 5.1 0.0 0.0 1.1 0.0 5.1 2.8 1.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 48.7 43.8 53.9 0.0 0.0 61.8 0.0 9.2 67.7 5.5 5.0 LnGrp LOS A D D D AAEAAEAA Approach Vol, veh/h 178 169 573 423 Approach Delay, s/veh 48.1 53.9 12.4 17.9 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.8 85.3 22.9 9.2 87.8 22.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 15.5 64.5 26.5 9.5 70.5 26.5 Max Q Clear Time (g_c+I1), s 7.7 17.5 11.5 4.3 5.4 17.9 Green Ext Time (p_c), s 0.1 3.4 0.6 0.0 2.0 0.5 Intersection Summary HCM 6th Ctrl Delay 24.0 HCM 6th LOS C 6.9-42 Lanes, Volumes, Timings EAC (2026) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 184 60 37 260 52 107 393 30 51 334 110 Future Volume (vph)44 184 60 37 260 52 107 393 30 51 334 110 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-43 HCM 6th AWSC EAC (2026) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 199.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 184 60 37 260 52 107 393 30 51 334 110 Future Vol, veh/h 44 184 60 37 260 52 107 393 30 51 334 110 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 54 227 74 46 321 64 132 485 37 63 412 136 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 45.1 139.8 387.4 131.2 HCM LOS E F F F Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %20% 100% 0% 11% 13% 0% Vol Thru, %74% 0% 75% 74% 87% 0% Vol Right, % 6% 0% 25% 15% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 530 44 244 349 385 110 LT Vol 107 44 0 37 51 0 Through Vol 393 0 184 260 334 0 RT Vol 30 0 60 52 0 110 Lane Flow Rate 654 54 301 431 475 136 Geometry Grp 677677 Degree of Util (X) 1.778 0.154 0.8 1.162 1.234 0.324 Departure Headway (Hd)10.905 12.924 12.207 12.301 11.717 10.903 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 340 279 298 297 314 333 Service Time 8.905 10.624 9.907 10.301 9.417 8.603 HCM Lane V/C Ratio 1.924 0.194 1.01 1.451 1.513 0.408 HCM Control Delay 387.4 18 50 139.8 163.4 18.7 HCM Lane LOS F C E F F C HCM 95th-tile Q 37.9 0.5 6.4 14.6 17.2 1.4 6.9-44 Lanes, Volumes, Timings EAC (2026) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 184 60 37 260 52 107 393 30 51 334 110 Future Volume (vph)44 184 60 37 260 52 107 393 30 51 334 110 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)41.0 41.0 41.0 41.0 20.0 64.0 15.0 59.0 Total Split (%)34.2% 34.2% 34.2% 34.2% 16.7% 53.3% 12.5% 49.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.9-45 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 184 60 37 260 52 107 393 30 51 334 110 Future Volume (veh/h) 44 184 60 37 260 52 107 393 30 51 334 110 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 54 227 74 46 321 64 132 485 37 63 412 136 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, %222222222222 Cap, veh/h 135 363 118 195 407 81 158 936 71 89 681 225 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.09 0.56 0.56 0.05 0.52 0.52 Sat Flow, veh/h 998 1315 429 1078 1474 294 1734 1671 127 1734 1311 433 Grp Volume(v), veh/h 54 0 301 46 0 385 132 0 522 63 0 548 Grp Sat Flow(s),veh/h/ln 998 0 1744 1078 0 1768 1734 0 1798 1734 0 1743 Q Serve(g_s), s 6.3 0.0 18.1 4.7 0.0 24.2 9.0 0.0 21.6 4.3 0.0 26.4 Cycle Q Clear(g_c), s 30.5 0.0 18.1 22.8 0.0 24.2 9.0 0.0 21.6 4.3 0.0 26.4 Prop In Lane 1.00 0.25 1.00 0.17 1.00 0.07 1.00 0.25 Lane Grp Cap(c), veh/h 135 0 482 195 0 489 158 0 1007 89 0 906 V/C Ratio(X) 0.40 0.00 0.62 0.24 0.00 0.79 0.83 0.00 0.52 0.71 0.00 0.60 Avail Cap(c_a), veh/h 163 0 530 225 0 538 224 0 1007 152 0 906 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.3 0.0 38.0 47.9 0.0 40.2 53.6 0.0 16.4 56.1 0.0 20.2 Incr Delay (d2), s/veh 1.9 0.0 2.0 0.6 0.0 7.1 16.6 0.0 1.9 9.9 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 7.6 1.2 0.0 10.9 4.5 0.0 8.5 2.1 0.0 10.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.2 0.0 40.0 48.6 0.0 47.2 70.2 0.0 18.3 66.0 0.0 23.2 LnGrp LOS E A D D A D EABEAC Approach Vol, veh/h 355 431 654 611 Approach Delay, s/veh 42.4 47.4 28.8 27.6 Approach LOS DDCC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.6 71.7 37.7 15.5 66.9 37.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 59.5 36.5 15.5 54.5 36.5 Max Q Clear Time (g_c+I1), s 6.3 23.6 32.5 11.0 28.4 26.2 Green Ext Time (p_c), s 0.0 3.2 0.6 0.1 3.3 1.6 Intersection Summary HCM 6th Ctrl Delay 34.7 HCM 6th LOS C 6.9-46 Lanes, Volumes, Timings EAC (2026) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 345 54 34 359 138 66 349 51 112 364 59 Future Volume (vph) 106 345 54 34 359 138 66 349 51 112 364 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-47 HCM 6th AWSC EAC (2026) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh153.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 106 345 54 34 359 138 66 349 51 112 364 59 Future Vol, veh/h 106 345 54 34 359 138 66 349 51 112 364 59 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 128 416 65 41 433 166 80 420 61 135 439 71 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 143.5 69.9 392.2 38.3 HCM LOS F F F E Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %14% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %75% 0% 100% 0% 0% 100% 46% 0% 100% 67% Vol Right, %11% 0% 0% 100% 0% 0% 54% 0% 0% 33% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 466 106 345 54 34 239 258 112 243 180 LT Vol 66 106 0 0 34 0 0 112 0 0 Through Vol 349 0 345 0 0 239 120 0 243 121 RT Vol 51 0 0 54 0 0 138 0 0 59 Lane Flow Rate 561 128 416 65 41 288 310 135 292 217 Geometry Grp 8888888777 Degree of Util (X) 1.783 0.42 1.31 0.192 0.132 0.891 0.927 0.391 0.808 0.587 Departure Headway (Hd) 11.89114.02913.47812.70814.37413.81913.40312.74212.19711.947 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 309 258 274 284 251 265 273 285 298 304 Service Time 9.59111.72911.17810.40812.07411.51911.10310.442 9.897 9.647 HCM Lane V/C Ratio 1.816 0.496 1.518 0.229 0.163 1.087 1.136 0.474 0.98 0.714 HCM Control Delay 392.2 26.5 199.1 18.4 19.2 70.4 76.2 23.4 51.1 30.3 HCM Lane LOS F D F C C F F C F D HCM 95th-tile Q 35.4 2 17.7 0.7 0.4 7.7 8.5 1.8 6.6 3.5 6.9-48 Lanes, Volumes, Timings EAC (2026) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 345 54 34 359 138 66 349 51 112 364 59 Future Volume (vph) 106 345 54 34 359 138 66 349 51 112 364 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 74438822 66 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)21.1 42.0 42.0 11.5 32.4 32.4 66.5 66.5 66.5 66.5 Total Split (%)17.6% 35.0% 35.0% 9.6% 27.0% 27.0% 55.4% 55.4% 55.4% 55.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.9-49 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 345 54 34 359 138 66 349 51 112 364 59 Future Volume (veh/h) 106 345 54 34 359 138 66 349 51 112 364 59 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 128 416 65 41 433 166 80 420 61 135 439 71 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 154 458 388 75 712 318 144 734 103 495 1769 284 Arrive On Green 0.09 0.25 0.25 0.04 0.21 0.21 0.59 0.59 0.59 0.59 0.59 0.59 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 185 1238 174 914 2985 480 Grp Volume(v), veh/h 128 416 65 41 433 166 561 0 0 135 253 257 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1597 0 0 914 1730 1735 Q Serve(g_s), s 8.7 26.6 3.9 2.8 13.6 11.5 12.8 0.0 0.0 0.1 8.4 8.5 Cycle Q Clear(g_c), s 8.7 26.6 3.9 2.8 13.6 11.5 24.8 0.0 0.0 24.9 8.4 8.5 Prop In Lane 1.00 1.00 1.00 1.00 0.14 0.11 1.00 0.28 Lane Grp Cap(c), veh/h 154 458 388 75 712 318 980 0 0 495 1025 1028 V/C Ratio(X) 0.83 0.91 0.17 0.54 0.61 0.52 0.57 0.00 0.00 0.27 0.25 0.25 Avail Cap(c_a), veh/h 240 569 482 101 804 359 980 0 0 495 1025 1028 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.8 43.6 35.1 56.2 43.3 42.4 14.7 0.0 0.0 15.1 11.7 11.7 Incr Delay (d2), s/veh 13.0 16.2 0.2 6.0 1.1 1.3 2.4 0.0 0.0 1.4 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 13.4 1.4 1.3 5.7 4.3 8.8 0.0 0.0 2.2 3.1 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.7 59.8 35.3 62.2 44.3 43.7 17.2 0.0 0.0 16.4 12.2 12.3 LnGrp LOS E E D E D D BAABBB Approach Vol, veh/h 609 640 561 645 Approach Delay, s/veh 58.6 45.3 17.2 13.1 Approach LOS E D B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 75.6 9.7 34.7 75.6 15.2 29.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 62.0 7.0 37.5 62.0 16.6 27.9 Max Q Clear Time (g_c+I1), s 26.8 4.8 28.6 26.9 10.7 15.6 Green Ext Time (p_c), s 3.9 0.0 1.6 3.6 0.1 2.4 Intersection Summary HCM 6th Ctrl Delay 33.7 HCM 6th LOS C 6.9-50 Lanes, Volumes, Timings EAC (2026) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 281 44 33 383 124 30 480 34 77 449 44 Future Volume (vph)30 281 44 33 383 124 30 480 34 77 449 44 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.9-51 HCM 6th Signalized Intersection Summary EAC (2026) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 281 44 33 383 124 30 480 34 77 449 44 Future Volume (veh/h) 30 281 44 33 383 124 30 480 34 77 449 44 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 331 52 39 451 146 35 565 40 91 528 52 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 197 580 491 287 580 645 104 1253 89 172 1342 132 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.06 0.38 0.37 0.10 0.42 0.41 Sat Flow, veh/h 821 1821 1543 1000 1821 1543 1734 3278 232 1734 3182 313 Grp Volume(v), veh/h 35 331 52 39 451 146 35 298 307 91 286 294 Grp Sat Flow(s),veh/h/ln 821 1821 1543 1000 1821 1543 1734 1730 1779 1734 1730 1765 Q Serve(g_s), s 2.4 9.1 1.4 2.0 13.5 3.7 1.2 7.7 7.7 3.0 6.9 6.9 Cycle Q Clear(g_c), s 15.9 9.1 1.4 11.1 13.5 3.7 1.2 7.7 7.7 3.0 6.9 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.18 Lane Grp Cap(c), veh/h 197 580 491 287 580 645 104 661 680 172 730 744 V/C Ratio(X) 0.18 0.57 0.11 0.14 0.78 0.23 0.34 0.45 0.45 0.53 0.39 0.39 Avail Cap(c_a), veh/h 237 668 566 335 668 719 217 661 680 231 730 744 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 17.0 14.4 21.7 18.5 11.2 27.1 13.8 13.9 25.7 12.0 12.1 Incr Delay (d2), s/veh 0.4 0.9 0.1 0.2 5.1 0.2 1.9 2.2 2.2 2.5 1.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 3.2 0.4 0.4 5.4 1.0 0.5 2.7 2.8 1.2 2.3 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.1 17.9 14.5 21.9 23.6 11.4 29.0 16.0 16.0 28.2 13.6 13.6 LnGrp LOS C B B C C B C B B C B B Approach Vol, veh/h 418 636 640 671 Approach Delay, s/veh 18.2 20.7 16.7 15.6 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 26.9 23.1 7.6 29.3 23.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 5.0 9.7 17.9 3.2 8.9 15.5 Green Ext Time (p_c), s 0.0 2.0 0.7 0.0 2.1 1.7 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B 6.9-52 Lanes, Volumes, Timings EAC (2026) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)22 109 12 2 85 4 6 168 3 13 168 17 Future Volume (vph)22 109 12 2 85 4 6 168 3 13 168 17 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-53 HCM 6th AWSC EAC (2026) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 109 12 2 85 4 6 168 3 13 168 17 Future Vol, veh/h 22 109 12 2 85 4 6 168 3 13 168 17 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 23 116 13 2 90 4 6 179 3 14 179 18 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9.4 8.9 9.5 9.7 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %3% 15% 2% 7% Vol Thru, %95% 76% 93% 85% Vol Right, % 2% 8% 4% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 177 143 91 198 LT Vol 6 22 2 13 Through Vol 168 109 85 168 RT Vol 3 12 4 17 Lane Flow Rate 188 152 97 211 Geometry Grp 1111 Degree of Util (X) 0.252 0.211 0.136 0.278 Departure Headway (Hd)4.812 4.991 5.067 4.752 Convergence, Y/N Yes Yes Yes Yes Cap 742 713 702 752 Service Time 2.872 3.059 3.141 2.811 HCM Lane V/C Ratio 0.253 0.213 0.138 0.281 HCM Control Delay 9.5 9.4 8.9 9.7 HCM Lane LOS AAAA HCM 95th-tile Q 1 0.8 0.5 1.1 6.9-54 Lanes, Volumes, Timings EAC (2026) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 123 22 10 99 166 15 320 7 130 434 123 Future Volume (vph) 121 123 22 10 99 166 15 320 7 130 434 123 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-55 HCM 6th AWSC EAC (2026) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 20.8 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 121 123 22 10 99 166 15 320 7 130 434 123 Future Vol, veh/h 121 123 22 10 99 166 15 320 7 130 434 123 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 132 134 24 11 108 180 16 348 8 141 472 134 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 16.6 18.4 19.9 23.9 HCM LOS CCCC Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 94% 0% 100% 0% 0% 100% 17% 0% 100% Vol Right, %0% 0% 6% 0% 0% 100% 0% 0% 83% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 15 213 114 121 123 22 10 66 199 130 289 LT Vol 15 0 0 121 0 0 10 0 0 130 0 Through Vol 0 213 107 0 123 0 0 66 33 0 289 RT Vol 00700220016600 Lane Flow Rate 16 232 124 132 134 24 11 72 216 141 314 Geometry Grp 88888888888 Degree of Util (X) 0.042 0.571 0.303 0.353 0.34 0.056 0.029 0.183 0.515 0.339 0.711 Departure Headway (Hd)9.358 8.858 8.815 9.65 9.15 8.45 9.66 9.16 8.576 8.639 8.139 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 383 408 408 372 393 424 371 392 420 418 447 Service Time 7.114 6.614 6.571 7.408 6.908 6.208 7.418 6.918 6.334 6.339 5.839 HCM Lane V/C Ratio 0.042 0.569 0.304 0.355 0.341 0.057 0.03 0.184 0.514 0.337 0.702 HCM Control Delay 12.5 22.8 15.4 17.6 16.6 11.7 12.7 14 20.1 15.7 28.5 HCM Lane LOS B CCCCBBBCCD HCM 95th-tile Q 0.1 3.4 1.3 1.6 1.5 0.2 0.1 0.7 2.9 1.5 5.5 6.9-56 Lanes, Volumes, Timings EAC (2026) PM Peak hour 1: Madison St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 123 22 10 99 166 15 320 7 130 434 123 Future Volume (vph) 121 123 22 10 99 166 15 320 7 130 434 123 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)28.0 43.0 43.0 13.0 28.0 28.0 14.0 34.0 34.0 30.0 50.0 50.0 Total Split (%)23.3% 35.8% 35.8% 10.8% 23.3% 23.3% 11.7% 28.3% 28.3% 25.0% 41.7% 41.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 6.9-57 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 1: Madison St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 123 22 10 99 166 15 320 7 130 434 123 Future Volume (veh/h) 121 123 22 10 99 166 15 320 7 130 434 123 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 132 134 24 11 108 180 16 348 8 141 472 134 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 160 384 325 31 472 210 42 1812 808 170 2067 922 Arrive On Green 0.09 0.21 0.21 0.02 0.14 0.14 0.02 0.52 0.52 0.10 0.60 0.60 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 132 134 24 11 108 180 16 348 8 141 472 134 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 9.0 7.5 1.5 0.8 3.3 13.7 1.1 6.4 0.3 9.6 7.6 4.6 Cycle Q Clear(g_c), s 9.0 7.5 1.5 0.8 3.3 13.7 1.1 6.4 0.3 9.6 7.6 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 160 384 325 31 472 210 42 1812 808 170 2067 922 V/C Ratio(X) 0.83 0.35 0.07 0.35 0.23 0.86 0.38 0.19 0.01 0.83 0.23 0.15 Avail Cap(c_a), veh/h 340 584 495 123 678 302 137 1812 808 369 2067 922 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 40.4 38.0 58.2 46.2 50.7 57.7 15.1 13.7 53.2 11.3 10.7 Incr Delay (d2), s/veh 10.2 0.5 0.1 6.7 0.2 15.1 5.6 0.2 0.0 10.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 3.3 0.6 0.4 1.4 6.0 0.5 2.4 0.1 4.5 2.7 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.7 40.9 38.1 65.0 46.4 65.7 63.3 15.4 13.7 63.1 11.5 11.0 LnGrp LOS E D D E D EEBBEBB Approach Vol, veh/h 290 299 372 747 Approach Delay, s/veh 51.0 58.7 17.4 21.2 Approach LOS D E B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.2 67.3 6.6 29.8 7.4 76.2 15.6 20.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 29.5 8.5 38.5 9.5 45.5 23.5 23.5 Max Q Clear Time (g_c+I1), s 11.6 8.4 2.8 9.5 3.1 9.6 11.0 15.7 Green Ext Time (p_c), s 0.3 1.9 0.0 0.7 0.0 3.4 0.2 0.7 Intersection Summary HCM 6th Ctrl Delay 32.0 HCM 6th LOS C 6.9-58 Lanes, Volumes, Timings EAC (2026) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)64 108 1 503 59 76 569 Future Volume (vph)64 108 1 503 59 76 569 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)21.0 21.0 11.5 27.0 27.0 12.0 27.5 Total Split (%)35.0% 35.0% 19.2% 45.0% 45.0% 20.0% 45.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.9-59 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 64 108 1 503 59 76 569 Future Volume (veh/h) 64 108 1 503 59 76 569 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 72 121 565 66 85 639 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 209 186 1326 592 514 2582 Arrive On Green 0.12 0.12 0.38 0.38 0.30 0.75 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 72 121 565 66 85 639 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 2.3 4.5 7.2 0.9 2.2 3.4 Cycle Q Clear(g_c), s 2.3 4.5 7.2 0.9 2.2 3.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 209 186 1326 592 514 2582 V/C Ratio(X) 0.35 0.65 0.43 0.11 0.17 0.25 Avail Cap(c_a), veh/h 491 437 1326 592 514 2582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.2 25.2 13.6 3.9 15.6 2.4 Incr Delay (d2), s/veh 1.0 3.8 1.0 0.4 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.6 2.4 0.5 0.7 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.2 29.0 14.6 4.3 15.8 2.6 LnGrp LOS C C BABA Approach Vol, veh/h 193 631 724 Approach Delay, s/veh 27.6 13.6 4.1 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 21.8 27.0 48.8 11.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 22.5 23.0 16.5 Max Q Clear Time (g_c+I1), s 4.2 9.2 5.4 6.5 Green Ext Time (p_c), s 0.0 2.9 3.5 0.4 Intersection Summary HCM 6th Ctrl Delay 10.9 HCM 6th LOS B Notes User approved ignoring U-Turning movement. 6.9-60 Lanes, Volumes, Timings EAC (2026) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)24 329 444 32 206 134 356 471 87 108 320 18 Future Volume (vph)24 329 444 32 206 134 356 471 87 108 320 18 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-61 HCM 6th AWSC EAC (2026) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh177.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 329 444 32 206 134 356 471 87 108 320 18 Future Vol, veh/h 24 329 444 32 206 134 356 471 87 108 320 18 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 27 370 499 36 231 151 400 529 98 121 360 20 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 367.2 40.7 132.8 44.7 HCM LOS F E F E Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 64% 0% 100% 20% 0% 100% 34% 0% 100% 86% Vol Right, %0% 0% 36% 0% 0% 80% 0% 0% 66% 0% 0% 14% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 356 314 244 24 219 554 32 137 203 108 213 125 LT Vol 356 0 0 24 0 0 32 0 0 108 0 0 Through Vol 0 314 157 0 219 110 0 137 69 0 213 107 RT Vol 0 0 87 0 0 444 0 0 134 0 0 18 Lane Flow Rate 400 353 274 27 246 622 36 154 228 121 240 140 Geometry Grp 888888888888 Degree of Util (X) 1.307 1.106 0.841 0.096 0.846 2.04 0.133 0.551 0.784 0.446 0.848 0.492 Departure Headway (Hd) 12.92612.42612.17613.00512.50511.94413.94813.44812.98514.25813.75813.657 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 284 296 299 277 291 311 259 270 280 255 266 266 Service Time 10.62610.126 9.87610.70510.205 9.64411.64811.14810.68511.95811.45811.357 HCM Lane V/C Ratio 1.408 1.193 0.916 0.097 0.845 2 0.139 0.57 0.814 0.475 0.902 0.526 HCM Control Delay 195.9 121.2 55.8 17.1 57.8 505 18.8 31.5 50.4 28 62.4 28.9 HCM Lane LOS F F F C F F C D F D F D HCM 95th-tile Q 18.2 13 7.2 0.3 7.2 44.4 0.5 3.1 6 2.2 7 2.5 6.9-62 Lanes, Volumes, Timings EAC (2026) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)24 329 444 32 206 134 356 471 87 108 320 18 Future Volume (vph)24 329 444 32 206 134 356 471 87 108 320 18 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)12.0 44.0 14.4 46.4 46.4 28.2 40.6 40.6 21.0 33.4 Total Split (%)10.0% 36.7% 12.0% 38.7% 38.7% 23.5% 33.8% 33.8% 17.5% 27.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.9-63 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 329 444 32 206 134 356 471 87 108 320 18 Future Volume (veh/h) 24 329 444 32 206 134 356 471 87 108 320 18 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 27 370 499 36 231 151 400 529 98 121 360 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 60 569 508 71 1160 518 471 1368 610 147 1134 63 Arrive On Green 0.03 0.33 0.33 0.04 0.34 0.34 0.14 0.40 0.40 0.08 0.34 0.34 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3333 185 Grp Volume(v), veh/h 27 370 499 36 231 151 400 529 98 121 186 194 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1788 Q Serve(g_s), s 1.8 21.9 38.5 2.4 5.7 8.7 13.9 13.1 4.9 8.2 9.6 9.6 Cycle Q Clear(g_c), s 1.8 21.9 38.5 2.4 5.7 8.7 13.9 13.1 4.9 8.2 9.6 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 60 569 508 71 1160 518 471 1368 610 147 588 608 V/C Ratio(X) 0.45 0.65 0.98 0.51 0.20 0.29 0.85 0.39 0.16 0.82 0.32 0.32 Avail Cap(c_a), veh/h 108 569 508 143 1208 539 665 1368 610 238 588 608 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.87 0.87 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.8 34.3 39.9 56.4 28.4 29.4 50.4 25.9 23.4 54.0 29.3 29.3 Incr Delay (d2), s/veh 4.5 2.3 32.6 5.6 0.1 0.3 7.3 0.8 0.6 11.3 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 9.0 18.1 1.1 2.3 3.1 6.1 5.3 1.8 3.9 4.0 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.3 36.6 72.5 61.9 28.5 29.7 57.7 26.7 24.0 65.3 30.7 30.7 LnGrp LOS E D E E C C E C C E C C Approach Vol, veh/h 896 418 1027 501 Approach Delay, s/veh 57.4 31.8 38.5 39.0 Approach LOS E C D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.7 51.9 9.4 44.0 21.3 45.3 8.7 44.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 36.1 9.9 39.5 23.7 28.9 7.5 41.9 Max Q Clear Time (g_c+I1), s 10.2 15.1 4.4 40.5 15.9 11.6 3.8 10.7 Green Ext Time (p_c), s 0.1 3.3 0.0 0.0 0.9 1.7 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 43.6 HCM 6th LOS D 6.9-64 Lanes, Volumes, Timings EAC (2026) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)86 547 85 24 497 70 119 417 44 79 333 77 Future Volume (vph)86 547 85 24 497 70 119 417 44 79 333 77 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)22.0 48.0 48.0 17.0 43.0 43.0 18.0 41.0 41.0 14.0 37.0 37.0 Total Split (%)18.3% 40.0% 40.0% 14.2% 35.8% 35.8% 15.0% 34.2% 34.2% 11.7% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.9-65 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 86 547 85 24 497 70 119 417 44 79 333 77 Future Volume (veh/h) 86 547 85 24 497 70 119 417 44 79 333 77 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 100 636 99 28 578 81 138 485 51 92 387 90 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 125 1574 702 61 1448 646 195 1052 469 187 1044 466 Arrive On Green 0.07 0.45 0.45 0.04 0.42 0.42 0.06 0.30 0.30 0.06 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 100 636 99 28 578 81 138 485 51 92 387 90 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.8 14.7 4.5 1.9 14.0 3.9 4.8 13.6 2.9 3.2 10.6 5.2 Cycle Q Clear(g_c), s 6.8 14.7 4.5 1.9 14.0 3.9 4.8 13.6 2.9 3.2 10.6 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 125 1574 702 61 1448 646 195 1052 469 187 1044 466 V/C Ratio(X) 0.80 0.40 0.14 0.46 0.40 0.13 0.71 0.46 0.11 0.49 0.37 0.19 Avail Cap(c_a), veh/h 253 1574 702 181 1448 646 379 1052 469 266 1044 466 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 21.8 19.1 56.7 24.4 21.4 55.5 33.8 30.0 55.0 32.9 31.1 Incr Delay (d2), s/veh 11.3 0.8 0.4 5.2 0.8 0.4 4.7 1.5 0.5 2.0 1.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 5.9 1.6 0.9 5.5 1.4 2.1 5.7 1.1 1.4 4.4 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.1 22.6 19.5 61.9 25.2 21.8 60.2 35.2 30.5 57.0 33.9 32.0 LnGrp LOS E C B E C C E D C E C C Approach Vol, veh/h 835 687 674 569 Approach Delay, s/veh 27.5 26.3 40.0 37.4 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.2 41.0 8.7 59.1 11.5 40.7 13.1 54.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 36.5 12.5 43.5 13.5 32.5 17.5 38.5 Max Q Clear Time (g_c+I1), s 5.2 15.6 3.9 16.7 6.8 12.6 8.8 16.0 Green Ext Time (p_c), s 0.1 2.9 0.0 4.5 0.2 2.4 0.1 3.6 Intersection Summary HCM 6th Ctrl Delay 32.3 HCM 6th LOS C 6.9-66 Lanes, Volumes, Timings EAC (2026) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 498 158 55 427 77 133 498 44 73 333 115 Future Volume (vph) 111 498 158 55 427 77 133 498 44 73 333 115 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)26.0 45.0 45.0 19.0 38.0 38.0 19.0 41.0 41.0 15.0 37.0 37.0 Total Split (%)21.7% 37.5% 37.5% 15.8% 31.7% 31.7% 15.8% 34.2% 34.2% 12.5% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.9-67 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 111 498 158 55 427 77 133 498 44 73 333 115 Future Volume (veh/h) 111 498 158 55 427 77 133 498 44 73 333 115 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 117 524 166 58 449 81 140 524 46 77 351 121 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 144 1530 682 87 1416 631 198 1052 469 181 1036 462 Arrive On Green 0.08 0.44 0.44 0.05 0.41 0.41 0.06 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 117 524 166 58 449 81 140 524 46 77 351 121 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 8.0 11.9 8.1 3.9 10.6 3.9 4.9 14.9 2.6 2.7 9.5 7.2 Cycle Q Clear(g_c), s 8.0 11.9 8.1 3.9 10.6 3.9 4.9 14.9 2.6 2.7 9.5 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 144 1530 682 87 1416 631 198 1052 469 181 1036 462 V/C Ratio(X) 0.81 0.34 0.24 0.67 0.32 0.13 0.71 0.50 0.10 0.42 0.34 0.26 Avail Cap(c_a), veh/h 311 1530 682 210 1416 631 407 1052 469 294 1036 462 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.1 22.0 20.9 56.0 24.1 22.1 55.5 34.2 29.9 55.0 32.8 32.0 Incr Delay (d2), s/veh 10.5 0.6 0.8 8.6 0.6 0.4 4.6 1.7 0.4 1.6 0.9 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 4.8 2.9 1.9 4.2 1.4 2.1 6.2 1.0 1.1 3.9 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.6 22.6 21.8 64.7 24.7 22.5 60.1 35.9 30.4 56.5 33.7 33.3 LnGrp LOS E C C E C C E D C E C C Approach Vol, veh/h 807 588 710 549 Approach Delay, s/veh 28.5 28.3 40.3 36.8 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.5 57.6 11.5 40.4 14.4 53.6 11.0 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 40.5 14.5 32.5 21.5 33.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 5.9 13.9 6.9 11.5 10.0 12.6 4.7 16.9 Green Ext Time (p_c), s 0.1 3.9 0.2 2.3 0.2 2.8 0.1 3.1 Intersection Summary HCM 6th Ctrl Delay 33.4 HCM 6th LOS C 6.9-68 Lanes, Volumes, Timings EAC (2026) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 550 6 252 53 695 305 2 Future Volume (vph)31 24 2 34 10 550 6 252 53 695 305 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-69 HCM 6th AWSC EAC (2026) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh255.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 24 2 34 10 550 6 252 53 695 305 2 Future Vol, veh/h 31 24 2 34 10 550 6 252 53 695 305 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 38 29 2 41 12 671 7 307 65 848 372 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 17 240.6 23.2 350.8 HCM LOS C F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %5% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %95% 70% 0% 100% 80% 0% 100% 0% 0% 100% 98% Vol Right, %0% 30% 0% 0% 20% 0% 0% 100% 0% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 132 179 31 16 10 34 10 550 695 203 104 LT Vol 6 0 31 0 0 34 0 0 695 0 0 Through Vol 126 126 0 16 8 0 10 0 0 203 102 RT Vol 05300200550002 Lane Flow Rate 161 218 38 20 12 41 12 671 848 248 126 Geometry Grp 88888888888 Degree of Util (X) 0.407 0.538 0.114 0.056 0.035 0.106 0.029 1.492 2.036 0.562 0.286 Departure Headway (Hd) 10.82910.59913.34512.81512.66710.53610.023 9.305 9.639 9.132 9.118 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 335 343 270 281 284 342 359 396 390 397 397 Service Time 8.529 8.29911.04510.51510.367 8.236 7.723 7.005 7.339 6.832 6.818 HCM Lane V/C Ratio 0.481 0.636 0.141 0.071 0.042 0.12 0.033 1.694 2.174 0.625 0.317 HCM Control Delay 20.8 25 17.8 16.3 15.8 14.5 13 258.7 496.8 22.9 15.4 HCM Lane LOS CCCCCBBFFCC HCM 95th-tile Q 1.9 3 0.4 0.2 0.1 0.4 0.1 30.8 53.7 3.3 1.2 6.9-70 Lanes, Volumes, Timings EAC (2026) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 550 6 252 53 695 305 2 Future Volume (vph)31 24 2 34 10 550 6 252 53 695 305 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm Protected Phases 2 6488 44 Permitted Phases 2 6 6 4 Detector Phase 2 2 66488 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)26.0 26.0 26.0 26.0 66.0 28.0 28.0 66.0 66.0 66.0 Total Split (%)21.7% 21.7% 21.7% 21.7% 55.0% 23.3% 23.3% 55.0% 55.0% 55.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.9-71 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 34 10 550 6 252 53 695 305 2 Future Volume (veh/h) 31 24 2 34 10 550 6 252 53 695 305 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 29 2 41 12 671 7 307 65 848 372 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222222222 Cap, veh/h 192 589 40 297 326 1067 12 555 123 1724 1773 791 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.20 0.20 0.20 0.51 0.51 0.51 Sat Flow, veh/h 758 3287 224 1378 1821 1543 63 2835 628 3365 3460 1543 Grp Volume(v), veh/h 38 15 16 41 12 671 202 0 177 848 372 2 Grp Sat Flow(s),veh/h/ln 758 1730 1781 1378 1821 1543 1818 0 1708 1682 1730 1543 Q Serve(g_s), s 5.2 0.9 0.9 3.0 0.7 21.5 12.1 0.0 11.1 19.7 7.0 0.1 Cycle Q Clear(g_c), s 5.9 0.9 0.9 3.9 0.7 21.5 12.1 0.0 11.1 19.7 7.0 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.03 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 192 310 319 297 326 1067 356 0 335 1724 1773 791 V/C Ratio(X) 0.20 0.05 0.05 0.14 0.04 0.63 0.57 0.00 0.53 0.49 0.21 0.00 Avail Cap(c_a), veh/h 192 310 319 297 326 1067 356 0 335 1724 1773 791 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.80 0.80 0.80 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.1 40.8 40.8 42.4 40.7 9.0 43.7 0.0 43.3 19.1 16.0 14.3 Incr Delay (d2), s/veh 2.3 0.3 0.3 0.2 0.0 0.9 6.4 0.0 5.9 1.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.4 0.4 1.0 0.3 19.9 5.8 0.0 5.0 7.2 2.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.4 41.1 41.1 42.6 40.7 10.0 50.1 0.0 49.2 20.1 16.2 14.3 LnGrp LOS DDDDDADADCBB Approach Vol, veh/h 69 724 379 1222 Approach Delay, s/veh 43.5 12.3 49.7 18.9 Approach LOS D B D B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 26.0 66.0 26.0 28.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 61.5 21.5 23.5 Max Q Clear Time (g_c+I1), s 7.9 21.7 23.5 14.1 Green Ext Time (p_c), s 0.2 5.9 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 22.5 HCM 6th LOS C 6.9-72 Lanes, Volumes, Timings EAC (2026) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 108 410 364 31 459 334 253 692 77 200 720 155 Future Volume (vph) 108 410 364 31 459 334 253 692 77 200 720 155 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.9-73 HCM 6th Roundabout EAC (2026) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 201.0 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 948 886 1099 1156 Demand Flow Rate, veh/h 967 904 1121 1178 Vehicles Circulating, veh/h 1042 1154 787 815 Vehicles Exiting, veh/h 781 669 823 877 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 78.2 98.3 304.1 282.6 Approach LOS FFFF Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 399 4.976 366 4.976 85 4.976 170 Entry Flow, veh/h 568 1887 538 1887 1036 1887 1008 1887 Cap Entry Lane, veh/h 477 0.980 425 0.980 618 0.980 601 0.980 Entry HV Adj Factor 0.981 391 0.980 359 0.981 83 0.981 167 Flow Entry, veh/h 557 1850 527 1850 1016 1850 989 1850 Cap Entry, veh/h 468 0.211 417 0.194 607 0.045 589 0.090 V/C Ratio 1.191 0.0 1.265 0.0 1.675 0.0 1.677 0.0 Control Delay, s/veh 133.1 A 165.3 A 328.9 A 330.3 A LOS F1F1F0F0 95th %tile Queue, veh 21 23 58 56 6.9-74 Lanes, Volumes, Timings EAC (2026) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 2 21 9 1 42 3 1149 7 23 1135 68 Future Volume (vph)66 2 21 9 1 42 3 1149 7 23 1135 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.9-75 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 2 21 9 1 42 3 1149 7 23 1135 68 Future Volume (veh/h) 66 2 21 9 1 42 3 1149 7 23 1135 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 69 2 22 9 1 44 3 1209 7 24 1195 72 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 73 1 524 66 4 524 17 2260 13 96 2343 141 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.01 0.44 0.44 0.02 0.16 0.16 Sat Flow, veh/h 41 4 1543 27 13 1543 1734 5101 30 1734 4795 289 Grp Volume(v), veh/h 71 0 22 10 0 44 3 786 430 24 826 441 Grp Sat Flow(s),veh/h/ln 44 0 1543 40 0 1543 1734 1657 1816 1734 1657 1769 Q Serve(g_s), s 1.2 0.0 1.1 0.6 0.0 2.3 0.2 20.8 20.8 1.6 27.3 27.3 Cycle Q Clear(g_c), s 40.7 0.0 1.1 40.4 0.0 2.3 0.2 20.8 20.8 1.6 27.3 27.3 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.02 1.00 0.16 Lane Grp Cap(c), veh/h 74 0 524 71 0 524 17 1468 804 96 1619 864 V/C Ratio(X) 0.96 0.00 0.04 0.14 0.00 0.08 0.18 0.53 0.54 0.25 0.51 0.51 Avail Cap(c_a), veh/h 89 0 540 86 0 540 173 1468 804 173 1619 864 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 Uniform Delay (d), s/veh 59.4 0.0 26.6 45.9 0.0 27.0 59.0 24.4 24.4 56.5 37.2 37.2 Incr Delay (d2), s/veh 81.4 0.0 0.1 1.9 0.0 0.1 10.9 1.4 2.5 2.0 0.8 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 0.4 0.3 0.0 0.9 0.1 7.8 8.8 0.7 12.2 13.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 140.7 0.0 26.6 47.8 0.0 27.1 69.8 25.8 26.9 58.5 38.0 38.7 LnGrp LOS F A C D A C E C C E D D Approach Vol, veh/h 93 54 1219 1291 Approach Delay, s/veh 113.7 30.9 26.3 38.6 Approach LOS F C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.6 60.0 47.4 7.1 65.5 47.4 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 3.6 22.8 42.7 2.2 29.3 42.4 Green Ext Time (p_c), s 0.0 13.6 0.0 0.0 11.3 0.0 Intersection Summary HCM 6th Ctrl Delay 35.4 HCM 6th LOS D 6.9-76 Lanes, Volumes, Timings EAC (2026) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 389 131 153 360 214 131 1024 102 303 936 239 Future Volume (vph) 362 389 131 153 360 214 131 1024 102 303 936 239 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 36.5 36.5 25.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 30.4% 30.4% 20.8% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.9-77 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 389 131 153 360 214 131 1024 102 303 936 239 Future Volume (veh/h) 362 389 131 153 360 214 131 1024 102 303 936 239 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 401 135 158 371 221 135 1056 105 312 965 246 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 320 558 249 443 423 358 172 1283 398 336 1289 400 Arrive On Green 0.18 0.16 0.16 0.26 0.23 0.23 0.03 0.09 0.09 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 401 135 158 371 221 135 1056 105 312 965 246 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 22.2 13.2 7.2 9.0 23.6 11.1 9.3 25.1 3.9 11.0 21.4 10.1 Cycle Q Clear(g_c), s 22.2 13.2 7.2 9.0 23.6 11.1 9.3 25.1 3.9 11.0 21.4 10.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 320 558 249 443 423 358 172 1283 398 336 1289 400 V/C Ratio(X) 1.16 0.72 0.54 0.36 0.88 0.62 0.79 0.82 0.26 0.93 0.75 0.61 Avail Cap(c_a), veh/h 320 836 373 443 470 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.9 47.7 25.9 36.6 44.4 21.6 56.8 52.2 11.2 53.6 40.9 14.0 Incr Delay (d2), s/veh 102.7 7.7 8.2 0.2 21.8 7.7 18.2 4.0 0.5 30.6 2.4 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 18.3 6.1 4.1 3.7 12.8 4.6 5.0 11.5 2.9 5.9 8.5 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 151.7 55.5 34.1 36.8 66.2 29.3 74.9 56.2 11.7 84.1 43.3 17.0 LnGrp LOS F E C D E C E E B F D B Approach Vol, veh/h 909 750 1296 1523 Approach Delay, s/veh 91.8 49.1 54.5 47.4 Approach LOS F D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 38.5 36.7 26.9 17.9 38.6 28.2 35.4 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 19.0 29.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 13.0 27.1 11.0 15.2 11.3 23.4 24.2 25.6 Green Ext Time (p_c), s 0.0 3.9 0.1 4.2 0.0 5.7 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 58.8 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. 6.9-78 Lanes, Volumes, Timings EAC (2026) PM Peak hour 9: Jefferson St. & Avenue 50 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 389 131 153 360 214 131 1024 102 303 936 239 Future Volume (vph) 362 389 131 153 360 214 131 1024 102 303 936 239 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 36.5 36.5 25.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 30.4% 30.4% 20.8% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.9-79 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 9: Jefferson St. & Avenue 50 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 389 131 153 360 214 131 1024 102 303 936 239 Future Volume (veh/h) 362 389 131 153 360 214 131 1024 102 303 936 239 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 401 135 158 371 221 135 1056 105 312 965 246 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 441 558 249 443 563 251 172 1283 398 336 1289 400 Arrive On Green 0.25 0.16 0.16 0.26 0.16 0.16 0.03 0.09 0.09 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 401 135 158 371 221 135 1056 105 312 965 246 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 24.5 13.2 7.2 9.0 12.1 12.5 9.3 25.1 3.9 11.0 21.4 8.5 Cycle Q Clear(g_c), s 24.5 13.2 7.2 9.0 12.1 12.5 9.3 25.1 3.9 11.0 21.4 8.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 441 558 249 443 563 251 172 1283 398 336 1289 400 V/C Ratio(X) 0.85 0.72 0.54 0.36 0.66 0.88 0.79 0.82 0.26 0.93 0.75 0.61 Avail Cap(c_a), veh/h 441 836 373 443 894 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 47.7 25.9 36.6 47.1 27.3 56.8 52.2 11.2 53.6 40.9 10.0 Incr Delay (d2), s/veh 13.9 7.7 8.2 0.2 5.9 32.6 18.2 4.0 0.5 30.6 2.4 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 6.1 4.1 3.7 5.5 6.7 5.0 11.5 2.9 5.9 8.5 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.4 55.5 34.1 36.8 53.0 59.9 74.9 56.2 11.7 84.1 43.3 13.0 LnGrp LOS E E C D D EEEBFDB Approach Vol, veh/h 909 750 1296 1523 Approach Delay, s/veh 52.7 51.6 54.5 46.7 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 38.5 36.7 26.9 17.9 38.6 36.5 27.0 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 19.0 29.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 13.0 27.1 11.0 15.2 11.3 23.4 26.5 14.5 Green Ext Time (p_c), s 0.0 3.9 0.1 4.2 0.0 5.7 0.0 5.0 Intersection Summary HCM 6th Ctrl Delay 51.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.9-80 Lanes, Volumes, Timings EAC (2026) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)30 20 20 146 299 40 Future Volume (vph)30 20 20 146 299 40 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-81 HCM 6th AWSC EAC (2026) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 12.8 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 30 20 20 146 299 40 Future Vol, veh/h 30 20 20 146 299 40 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 37 24 24 178 365 49 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 9.6 9.4 15 HCM LOS A A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %60% 0% 0% 100% 0% Vol Thru, %40% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 50 20 146 299 40 LT Vol 30 0 0 299 0 Through Vol 20 20 0 0 0 RT Vol 0 0 146 0 40 Lane Flow Rate 61 24 178 365 49 Geometry Grp 47777 Degree of Util (X) 0.1 0.039 0.251 0.577 0.061 Departure Headway (Hd)5.877 5.782 5.075 5.693 4.488 Convergence, Y/N Yes Yes Yes Yes Yes Cap 605 617 705 631 791 Service Time 3.952 3.538 2.831 3.461 2.256 HCM Lane V/C Ratio 0.101 0.039 0.252 0.578 0.062 HCM Control Delay 9.6 8.8 9.5 16 7.6 HCM Lane LOS A A A C A HCM 95th-tile Q 0.3 0.1 1 3.7 0.2 6.9-82 Lanes, Volumes, Timings EAC (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 146 142 21 61 131 84 330 15 204 416 33 Future Volume (vph)39 146 142 21 61 131 84 330 15 204 416 33 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-83 HCM 6th AWSC EAC (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 76.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 146 142 21 61 131 84 330 15 204 416 33 Future Vol, veh/h 39 146 142 21 61 131 84 330 15 204 416 33 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 44 166 161 24 69 149 95 375 17 232 473 38 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 25.2 34.1 84.1 110.9 HCM LOS D D F F Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 21% 0% 10% 100% 0% 0% Vol Thru, %0% 96% 79% 0% 29% 0% 100% 0% Vol Right, %0% 4% 0% 100% 62% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 84 345 185 142 213 204 416 33 LT Vol 84 0 39 0 21 204 0 0 Through Vol 0 330 146 0 61 0 416 0 RT Vol 0 15 0 142 131 0 0 33 Lane Flow Rate 95 392 210 161 242 232 473 38 Geometry Grp 88888888 Degree of Util (X) 0.274 1.068 0.601 0.426 0.684 0.641 1.242 0.091 Departure Headway (Hd)10.867 10.307 11.029 10.184 10.868 10.278 9.755 9.023 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 333 357 330 357 334 355 378 399 Service Time 8.567 8.007 8.729 7.884 8.568 7.978 7.455 6.723 HCM Lane V/C Ratio 0.285 1.098 0.636 0.451 0.725 0.654 1.251 0.095 HCM Control Delay 17.6 100.3 29 20.2 34.1 29.6 158.6 12.6 HCM Lane LOS C F DCDDFB HCM 95th-tile Q 1.1 13.4 3.7 2.1 4.8 4.2 19.8 0.3 6.9-84 Lanes, Volumes, Timings EAC (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)39 146 142 21 61 131 84 330 15 204 416 33 Future Volume (vph)39 146 142 21 61 131 84 330 15 204 416 33 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 6 Detector Phase 44488 52 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)39.0 39.0 39.0 39.0 39.0 21.0 48.0 33.0 60.0 60.0 Total Split (%)32.5% 32.5% 32.5% 32.5% 32.5% 17.5% 40.0% 27.5% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 6.9-85 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 39 146 142 21 61 131 84 330 15 204 416 33 Future Volume (veh/h) 39 146 142 21 61 131 84 330 15 204 416 33 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 44 166 161 24 69 149 95 375 17 232 473 38 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 78 255 343 46 92 168 119 889 40 263 1087 921 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.07 0.51 0.51 0.15 0.60 0.60 Sat Flow, veh/h 190 1149 1543 57 415 756 1734 1729 78 1734 1821 1543 Grp Volume(v), veh/h 210 0 161 242 0 0 95 0 392 232 473 38 Grp Sat Flow(s),veh/h/ln 1339 0 1543 1228 0 0 1734 0 1807 1734 1821 1543 Q Serve(g_s), s 0.0 0.0 10.9 7.1 0.0 0.0 6.5 0.0 16.2 15.7 17.0 1.2 Cycle Q Clear(g_c), s 16.7 0.0 10.9 23.8 0.0 0.0 6.5 0.0 16.2 15.7 17.0 1.2 Prop In Lane 0.21 1.00 0.10 0.62 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 333 0 343 305 0 0 119 0 929 263 1087 921 V/C Ratio(X) 0.63 0.00 0.47 0.79 0.00 0.00 0.80 0.00 0.42 0.88 0.44 0.04 Avail Cap(c_a), veh/h 440 0 444 406 0 0 238 0 929 412 1087 921 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.9 0.0 40.6 44.8 0.0 0.0 55.1 0.0 18.1 49.9 13.2 10.0 Incr Delay (d2), s/veh 2.0 0.0 1.0 7.6 0.0 0.0 11.6 0.0 1.4 13.1 1.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.0 4.1 7.5 0.0 0.0 3.1 0.0 6.6 7.5 6.5 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.9 0.0 41.6 52.4 0.0 0.0 66.6 0.0 19.5 63.0 14.4 10.1 LnGrp LOS D A D D AAEABEBB Approach Vol, veh/h 371 242 487 743 Approach Delay, s/veh 42.9 52.4 28.7 29.4 Approach LOS DDCC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.7 66.2 31.1 12.7 76.1 31.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 28.5 43.5 34.5 16.5 55.5 34.5 Max Q Clear Time (g_c+I1), s 17.7 18.2 18.7 8.5 19.0 25.8 Green Ext Time (p_c), s 0.4 2.1 1.4 0.1 2.9 0.8 Intersection Summary HCM 6th Ctrl Delay 34.9 HCM 6th LOS C 6.9-86 Lanes, Volumes, Timings EAC (2026) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 140 62 66 100 62 88 456 72 53 522 48 Future Volume (vph)60 140 62 66 100 62 88 456 72 53 522 48 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-87 HCM 6th AWSC EAC (2026) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 336.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 60 140 62 66 100 62 88 456 72 53 522 48 Future Vol, veh/h 60 140 62 66 100 62 88 456 72 53 522 48 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 80 187 83 88 133 83 117 608 96 71 696 64 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 62.7 50.9 481.7 413.1 HCM LOS FFFF Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %14% 23% 29% 9% 0% Vol Thru, %74% 53% 44% 91% 0% Vol Right, % 12% 24% 27% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 616 262 228 575 48 LT Vol 88 60 66 53 0 Through Vol 456 140 100 522 0 RT Vol 72 62 62 0 48 Lane Flow Rate 821 349 304 767 64 Geometry Grp 52277 Degree of Util (X) 1.995 0.857 0.764 1.913 0.146 Departure Headway (Hd)10.618 13.326 13.861 10.99 10.203 Convergence, Y/N Yes Yes Yes Yes Yes Cap 353 276 264 337 354 Service Time 8.618 11.326 11.861 8.69 7.903 HCM Lane V/C Ratio 2.326 1.264 1.152 2.276 0.181 HCM Control Delay 481.7 62.7 50.9 446.4 14.6 HCM Lane LOS FFFFB HCM 95th-tile Q 47.5 7.2 5.6 42.9 0.5 6.9-88 Lanes, Volumes, Timings EAC (2026) PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 140 62 66 100 62 88 456 72 53 522 48 Future Volume (vph)60 140 62 66 100 62 88 456 72 53 522 48 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)34.0 34.0 34.0 34.0 16.0 73.4 12.6 70.0 Total Split (%)28.3% 28.3% 28.3% 28.3% 13.3% 61.2% 10.5% 58.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.9-89 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 140 62 66 100 62 88 456 72 53 522 48 Future Volume (veh/h) 60 140 62 66 100 62 88 456 72 53 522 48 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 80 187 83 88 133 83 117 608 96 71 696 64 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 208 284 126 167 249 156 142 917 145 92 934 86 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.08 0.60 0.60 0.05 0.57 0.57 Sat Flow, veh/h 1165 1195 530 1109 1049 655 1734 1535 242 1734 1643 151 Grp Volume(v), veh/h 80 0 270 88 0 216 117 0 704 71 0 760 Grp Sat Flow(s),veh/h/ln 1165 0 1726 1109 0 1703 1734 0 1778 1734 0 1794 Q Serve(g_s), s 7.7 0.0 17.0 9.3 0.0 13.3 8.0 0.0 31.7 4.9 0.0 38.1 Cycle Q Clear(g_c), s 21.0 0.0 17.0 26.3 0.0 13.3 8.0 0.0 31.7 4.9 0.0 38.1 Prop In Lane 1.00 0.31 1.00 0.38 1.00 0.14 1.00 0.08 Lane Grp Cap(c), veh/h 208 0 410 167 0 405 142 0 1061 92 0 1019 V/C Ratio(X) 0.38 0.00 0.66 0.53 0.00 0.53 0.83 0.00 0.66 0.77 0.00 0.75 Avail Cap(c_a), veh/h 217 0 424 176 0 419 166 0 1061 117 0 1019 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 49.1 0.0 41.3 53.2 0.0 39.9 54.3 0.0 16.1 56.1 0.0 19.4 Incr Delay (d2), s/veh 1.2 0.0 3.6 2.6 0.0 1.2 24.6 0.0 3.3 21.3 0.0 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 7.3 2.7 0.0 5.7 4.3 0.0 12.2 2.6 0.0 15.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.3 0.0 44.9 55.8 0.0 41.2 78.8 0.0 19.4 77.4 0.0 24.4 LnGrp LOS D A D E A D EABEAC Approach Vol, veh/h 350 304 821 831 Approach Delay, s/veh 46.1 45.4 27.9 28.9 Approach LOS DDCC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.8 76.1 33.0 14.3 72.7 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.1 68.9 29.5 11.5 65.5 29.5 Max Q Clear Time (g_c+I1), s 6.9 33.7 23.0 10.0 40.1 28.3 Green Ext Time (p_c), s 0.0 4.9 0.9 0.0 5.1 0.2 Intersection Summary HCM 6th Ctrl Delay 33.3 HCM 6th LOS C 6.9-90 Lanes, Volumes, Timings EAC (2026) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)10 111 30 57 121 66 28 460 56 67 532 19 Future Volume (vph)10 111 30 57 121 66 28 460 56 67 532 19 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-91 HCM 6th AWSC EAC (2026) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh105.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 111 30 57 121 66 28 460 56 67 532 19 Future Vol, veh/h 10 111 30 57 121 66 28 460 56 67 532 19 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 128 34 66 139 76 32 529 64 77 611 22 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 16.5 35 229.5 45.5 HCM LOS C D F E Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 23% 100% 0% 0% Vol Thru, %0% 89% 0% 100% 0% 50% 0% 100% 90% Vol Right, %0% 11% 0% 0% 100% 27% 0% 0% 10% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 28 516 10 111 30 244 67 355 196 LT Vol 28 0 10 0 0 57 67 0 0 Through Vol 0 460 0 111 0 121 0 355 177 RT Vol 0 56 0 0 30 66 0 0 19 Lane Flow Rate 32 593 11 128 34 280 77 408 226 Geometry Grp 887778888 Degree of Util (X) 0.084 1.454 0.031 0.325 0.081 0.718 0.19 0.948 0.521 Departure Headway (Hd) 9.424 8.82710.72410.196 9.45510.179 9.852 9.329 9.259 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 380 415 336 355 381 359 367 391 393 Service Time 7.187 6.59 8.424 7.896 7.155 7.879 7.552 7.029 6.959 HCM Lane V/C Ratio 0.084 1.429 0.033 0.361 0.089 0.78 0.21 1.043 0.575 HCM Control Delay 13.1 241.2 13.8 17.7 13 35 14.8 64.5 21.6 HCM Lane LOS B F B C B D B F C HCM 95th-tile Q 0.3 30.3 0.1 1.4 0.3 5.3 0.7 10.5 2.9 6.9-92 Lanes, Volumes, Timings EAC (2026) PM Peak hour 13: Monroe St. & Airport Bl.With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)10 111 30 57 121 66 28 460 56 67 532 19 Future Volume (vph)10 111 30 57 121 66 28 460 56 67 532 19 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 6 Detector Phase 44488 52 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)40.4 40.4 40.4 40.4 40.4 11.8 62.6 17.0 67.8 67.8 Total Split (%)33.7% 33.7% 33.7% 33.7% 33.7% 9.8% 52.2% 14.2% 56.5% 56.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 13: Monroe St. & Airport Bl. 6.9-93 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 13: Monroe St. & Airport Bl.With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 111 30 57 121 66 28 460 56 67 532 19 Future Volume (veh/h) 10 111 30 57 121 66 28 460 56 67 532 19 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 11 128 34 66 139 76 32 529 64 77 611 22 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 190 398 338 96 170 85 66 976 118 98 2181 973 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.04 0.61 0.61 0.06 0.63 0.63 Sat Flow, veh/h 1166 1821 1543 268 778 388 1734 1594 193 1734 3460 1543 Grp Volume(v), veh/h 11 128 34 281 0 0 32 0 593 77 611 22 Grp Sat Flow(s),veh/h/ln 1166 1821 1543 1434 0 0 1734 0 1786 1734 1730 1543 Q Serve(g_s), s 0.0 7.1 2.1 16.1 0.0 0.0 2.2 0.0 23.1 5.3 9.5 0.6 Cycle Q Clear(g_c), s 2.0 7.1 2.1 23.2 0.0 0.0 2.2 0.0 23.1 5.3 9.5 0.6 Prop In Lane 1.00 1.00 0.23 0.27 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 190 398 338 351 0 0 66 0 1094 98 2181 973 V/C Ratio(X) 0.06 0.32 0.10 0.80 0.00 0.00 0.48 0.00 0.54 0.79 0.28 0.02 Avail Cap(c_a), veh/h 284 545 462 477 0 0 106 0 1094 181 2181 973 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.98 0.98 0.98 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.4 39.4 37.4 46.2 0.0 0.0 56.5 0.0 13.5 55.9 10.0 8.3 Incr Delay (d2), s/veh 0.1 0.5 0.1 6.9 0.0 0.0 5.3 0.0 1.9 13.1 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 3.1 0.8 8.5 0.0 0.0 1.0 0.0 8.7 2.6 3.3 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.5 39.8 37.6 53.1 0.0 0.0 61.9 0.0 15.4 69.0 10.3 8.4 LnGrp LOS DDDD AAEABEBA Approach Vol, veh/h 173 281 625 710 Approach Delay, s/veh 39.2 53.1 17.8 16.6 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.3 78.0 30.8 9.1 80.2 30.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 58.1 35.9 7.3 63.3 35.9 Max Q Clear Time (g_c+I1), s 7.3 25.1 9.1 4.2 11.5 25.2 Green Ext Time (p_c), s 0.1 3.7 0.7 0.0 4.1 1.1 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C 6.9-94 Lanes, Volumes, Timings EAC (2026) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)89 279 133 38 194 66 81 507 39 94 446 45 Future Volume (vph)89 279 133 38 194 66 81 507 39 94 446 45 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-95 HCM 6th AWSC EAC (2026) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 262.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 89 279 133 38 194 66 81 507 39 94 446 45 Future Vol, veh/h 89 279 133 38 194 66 81 507 39 94 446 45 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 98 307 146 42 213 73 89 557 43 103 490 49 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 119.8 80.7 444.4 283.9 HCM LOS FFFF Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %13% 100% 0% 13% 17% 0% Vol Thru, %81% 0% 68% 65% 83% 0% Vol Right, % 6% 0% 32% 22% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 627 89 412 298 540 45 LT Vol 81 89 0 38 94 0 Through Vol 507 0 279 194 446 0 RT Vol 39 0 133 66 0 45 Lane Flow Rate 689 98 453 327 593 49 Geometry Grp 677677 Degree of Util (X) 1.901 0.272 1.167 0.92 1.582 0.121 Departure Headway (Hd)12.013 13.04 12.264 14.976 12.101 11.263 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 310 278 299 246 309 320 Service Time 10.013 10.74 9.964 12.976 9.801 8.963 HCM Lane V/C Ratio 2.223 0.353 1.515 1.329 1.919 0.153 HCM Control Delay 444.4 20.5 141.2 80.7 306.3 15.5 HCM Lane LOS F C F F F C HCM 95th-tile Q 39.2 1.1 14.8 8 28 0.4 6.9-96 Lanes, Volumes, Timings EAC (2026) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)89 279 133 38 194 66 81 507 39 94 446 45 Future Volume (vph)89 279 133 38 194 66 81 507 39 94 446 45 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)44.0 44.0 44.0 44.0 15.0 60.0 16.0 61.0 Total Split (%)36.7% 36.7% 36.7% 36.7% 12.5% 50.0% 13.3% 50.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.9-97 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 89 279 133 38 194 66 81 507 39 94 446 45 Future Volume (veh/h) 89 279 133 38 194 66 81 507 39 94 446 45 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 98 307 146 42 213 73 89 557 43 103 490 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 251 362 172 120 402 138 111 841 65 127 836 84 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.06 0.50 0.50 0.07 0.51 0.51 Sat Flow, veh/h 1093 1167 555 938 1297 444 1734 1669 129 1734 1629 163 Grp Volume(v), veh/h 98 0 453 42 0 286 89 0 600 103 0 539 Grp Sat Flow(s),veh/h/ln 1093 0 1721 938 0 1741 1734 0 1798 1734 0 1792 Q Serve(g_s), s 9.8 0.0 29.6 5.3 0.0 16.3 6.1 0.0 29.8 7.0 0.0 25.1 Cycle Q Clear(g_c), s 26.0 0.0 29.6 34.8 0.0 16.3 6.1 0.0 29.8 7.0 0.0 25.1 Prop In Lane 1.00 0.32 1.00 0.26 1.00 0.07 1.00 0.09 Lane Grp Cap(c), veh/h 251 0 534 120 0 540 111 0 906 127 0 919 V/C Ratio(X) 0.39 0.00 0.85 0.35 0.00 0.53 0.80 0.00 0.66 0.81 0.00 0.59 Avail Cap(c_a), veh/h 272 0 567 138 0 573 152 0 906 166 0 919 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.9 0.0 38.7 55.0 0.0 34.1 55.4 0.0 22.2 54.8 0.0 20.4 Incr Delay (d2), s/veh 1.0 0.0 11.1 1.7 0.0 0.8 18.9 0.0 3.8 20.0 0.0 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 13.3 1.3 0.0 6.6 3.2 0.0 12.4 3.7 0.0 10.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.9 0.0 49.8 56.8 0.0 34.9 74.3 0.0 26.0 74.8 0.0 23.1 LnGrp LOS D A D E A C E A C E A C Approach Vol, veh/h 551 328 689 642 Approach Delay, s/veh 49.1 37.7 32.2 31.4 Approach LOS DDCC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.3 65.0 41.7 12.2 66.1 41.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 55.5 39.5 10.5 56.5 39.5 Max Q Clear Time (g_c+I1), s 9.0 31.8 31.6 8.1 27.1 36.8 Green Ext Time (p_c), s 0.0 3.6 1.8 0.0 3.2 0.4 Intersection Summary HCM 6th Ctrl Delay 37.0 HCM 6th LOS D 6.9-98 Lanes, Volumes, Timings EAC (2026) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 433 92 68 425 124 64 504 78 128 447 97 Future Volume (vph) 116 433 92 68 425 124 64 504 78 128 447 97 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-99 HCM 6th AWSC EAC (2026) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh309.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 116 433 92 68 425 124 64 504 78 128 447 97 Future Vol, veh/h 116 433 92 68 425 124 64 504 78 128 447 97 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 136 509 108 80 500 146 75 593 92 151 526 114 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 267.7 108.7 789.6 73.2 HCM LOS F F F F Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %10% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %78% 0% 100% 0% 0% 100% 53% 0% 100% 61% Vol Right, %12% 0% 0% 100% 0% 0% 47% 0% 0% 39% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 646 116 433 92 68 283 266 128 298 246 LT Vol 64 116 0 0 68 0 0 128 0 0 Through Vol 504 0 433 0 0 283 142 0 298 149 RT Vol 78 0 0 92 0 0 124 0 0 97 Lane Flow Rate 760 136 509 108 80 333 313 151 351 289 Geometry Grp 8888888777 Degree of Util (X) 2.675 0.483 1.734 0.348 0.274 1.095 0.999 0.454 1.007 0.81 Departure Headway (Hd) 12.95316.15315.58214.78417.08416.50416.12415.72315.15814.846 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 289 225 239 245 212 223 228 232 242 246 Service Time 10.65313.85313.28212.48414.78414.20413.82413.42312.85812.546 HCM Lane V/C Ratio 2.63 0.604 2.13 0.441 0.377 1.493 1.373 0.651 1.45 1.175 HCM Control Delay 789.6 33.1 382 25.2 26.1 133.3 103.7 30.9 102.3 59.9 HCM Lane LOS F D F D D F F D F F HCM 95th-tile Q 62.6 2.4 26.8 1.5 1.1 10.8 9.1 2.2 9.6 6.2 6.9-100 Lanes, Volumes, Timings EAC (2026) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 433 92 68 425 124 64 504 78 128 447 97 Future Volume (vph) 116 433 92 68 425 124 64 504 78 128 447 97 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 74438822 66 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)17.8 40.0 40.0 11.5 33.7 33.7 68.5 68.5 68.5 68.5 Total Split (%)14.8% 33.3% 33.3% 9.6% 28.1% 28.1% 57.1% 57.1% 57.1% 57.1% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.9-101 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\116 - EAC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 116 433 92 68 425 124 64 504 78 128 447 97 Future Volume (veh/h) 116 433 92 68 425 124 64 504 78 128 447 97 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 136 509 108 80 500 146 75 593 92 151 526 114 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 162 533 452 100 891 397 100 688 104 249 1520 328 Arrive On Green 0.09 0.29 0.29 0.06 0.26 0.26 0.54 0.54 0.54 0.54 0.54 0.54 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 125 1281 194 757 2830 611 Grp Volume(v), veh/h 136 509 108 80 500 146 760 0 0 151 321 319 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1600 0 0 757 1730 1711 Q Serve(g_s), s 9.3 32.9 6.4 5.5 15.1 9.3 37.3 0.0 0.0 6.9 12.6 12.8 Cycle Q Clear(g_c), s 9.3 32.9 6.4 5.5 15.1 9.3 50.0 0.0 0.0 56.9 12.6 12.8 Prop In Lane 1.00 1.00 1.00 1.00 0.10 0.12 1.00 0.36 Lane Grp Cap(c), veh/h 162 533 452 100 891 397 892 0 0 249 929 919 V/C Ratio(X) 0.84 0.95 0.24 0.80 0.56 0.37 0.85 0.00 0.00 0.61 0.35 0.35 Avail Cap(c_a), veh/h 192 539 457 101 891 397 892 0 0 249 929 919 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 41.7 32.3 55.8 38.7 36.5 24.1 0.0 0.0 31.0 15.8 15.8 Incr Delay (d2), s/veh 23.8 27.6 0.3 34.3 0.8 0.6 10.1 0.0 0.0 10.5 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 17.9 2.3 3.3 6.2 3.4 19.2 0.0 0.0 4.7 4.8 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.4 69.3 32.5 90.1 39.5 37.1 34.2 0.0 0.0 41.5 16.8 16.9 LnGrp LOS E E C F D D C A A D B B Approach Vol, veh/h 753 726 760 791 Approach Delay, s/veh 65.5 44.6 34.2 21.6 Approach LOS E D C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 68.9 11.4 39.6 68.9 15.7 35.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 64.0 7.0 35.5 64.0 13.3 29.2 Max Q Clear Time (g_c+I1), s 52.0 7.5 34.9 58.9 11.3 17.1 Green Ext Time (p_c), s 4.0 0.0 0.2 2.0 0.1 2.6 Intersection Summary HCM 6th Ctrl Delay 41.2 HCM 6th LOS D 6.9-102 Lanes, Volumes, Timings EAC (2026) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 516 58 33 424 126 50 700 73 137 547 43 Future Volume (vph)60 516 58 33 424 126 50 700 73 137 547 43 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.9-103 HCM 6th Signalized Intersection Summary EAC (2026) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 516 58 33 424 126 50 700 73 137 547 43 Future Volume (veh/h) 60 516 58 33 424 126 50 700 73 137 547 43 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 573 64 37 471 140 56 778 81 152 608 48 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 238 668 566 180 668 747 217 1000 104 203 1002 79 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.13 0.32 0.31 0.12 0.31 0.30 Sat Flow, veh/h 810 1821 1543 791 1821 1543 1734 3163 329 1734 3249 256 Grp Volume(v), veh/h 67 573 64 37 471 140 56 425 434 152 323 333 Grp Sat Flow(s),veh/h/ln 810 1821 1543 791 1821 1543 1734 1730 1762 1734 1730 1775 Q Serve(g_s), s 4.6 17.4 1.6 2.7 13.3 3.1 1.8 13.4 13.4 5.1 9.5 9.6 Cycle Q Clear(g_c), s 17.9 17.4 1.6 20.2 13.3 3.1 1.8 13.4 13.4 5.1 9.5 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 0.14 Lane Grp Cap(c), veh/h 238 668 566 180 668 747 217 547 557 203 533 547 V/C Ratio(X) 0.28 0.86 0.11 0.21 0.71 0.19 0.26 0.78 0.78 0.75 0.61 0.61 Avail Cap(c_a), veh/h 238 668 566 180 668 747 217 547 557 231 533 547 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 17.6 12.6 26.9 16.2 8.8 23.7 18.6 18.7 25.6 17.7 17.7 Incr Delay (d2), s/veh 0.6 10.8 0.1 0.6 3.4 0.1 0.6 10.5 10.3 11.0 5.0 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 7.7 0.5 0.5 4.9 0.8 0.7 5.9 6.0 2.4 3.8 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.5 28.4 12.6 27.4 19.6 8.9 24.4 29.1 29.0 36.6 22.7 22.7 LnGrp LOS C C B C B A CCCDCC Approach Vol, veh/h 704 648 915 808 Approach Delay, s/veh 26.6 17.7 28.7 25.3 Approach LOS C B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 23.0 26.0 11.5 22.5 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 7.1 15.4 19.9 3.8 11.6 22.2 Green Ext Time (p_c), s 0.0 1.0 0.7 0.0 1.9 0.0 Intersection Summary HCM 6th Ctrl Delay 25.0 HCM 6th LOS C 6.9-104 Lanes, Volumes, Timings EAC (2026) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 178 10 0 130 12 16 245 18 7 217 37 Future Volume (vph)44 178 10 0 130 12 16 245 18 7 217 37 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-105 HCM 6th AWSC EAC (2026) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\16 - EAC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 16.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 178 10 0 130 12 16 245 18 7 217 37 Future Vol, veh/h 44 178 10 0 130 12 16 245 18 7 217 37 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 56 225 13 0 165 15 20 310 23 9 275 47 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 16.8 13.3 18.6 17.3 HCM LOS C B C C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %6% 19% 0% 3% Vol Thru, %88% 77% 92% 83% Vol Right, % 6% 4% 8% 14% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 279 232 142 261 LT Vol 16 44 0 7 Through Vol 245 178 130 217 RT Vol 18 10 12 37 Lane Flow Rate 353 294 180 330 Geometry Grp 1111 Degree of Util (X) 0.61 0.532 0.338 0.57 Departure Headway (Hd)6.216 6.524 6.774 6.216 Convergence, Y/N Yes Yes Yes Yes Cap 579 552 528 578 Service Time 4.277 4.588 4.85 4.279 HCM Lane V/C Ratio 0.61 0.533 0.341 0.571 HCM Control Delay 18.6 16.8 13.3 17.3 HCM Lane LOS C C B C HCM 95th-tile Q 4.1 3.1 1.5 3.6 6.9-106 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITH PROJECT CONDITIONS  6.9-107 This Page Intentionally Left Blank 6.9-108 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 118 74 7 39 83 74 19 428 93 105 341 74 Future Volume (vph) 118 74 7 39 83 74 19 428 93 105 341 74 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-109 HCM 6th AWSC EAPC (2026) AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 17.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 118 74 7 39 83 74 19 428 93 105 341 74 Future Vol, veh/h 118 74 7 39 83 74 19 428 93 105 341 74 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 126 79 7 41 88 79 20 455 99 112 363 79 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 14.9 13.2 20.5 16.4 HCM LOS B B C C Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 61% 0% 100% 0% 0% 100% 27% 0% 100% Vol Right, %0% 0% 39% 0% 0% 100% 0% 0% 73% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 19 285 236 118 74 7 39 55 102 105 227 LT Vol 19 0 0 118 0 0 39 0 0 105 0 Through Vol 0 285 143 0 74 0 0 55 28 0 227 RT Vol 0093007007400 Lane Flow Rate 20 304 251 126 79 7 41 59 108 112 242 Geometry Grp 88888888888 Degree of Util (X) 0.046 0.645 0.514 0.317 0.188 0.016 0.105 0.141 0.244 0.254 0.517 Departure Headway (Hd)8.15 7.65 7.374 9.095 8.595 7.895 9.146 8.646 8.136 8.193 7.693 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 439 470 489 394 416 452 391 414 440 438 467 Service Time 5.909 5.409 5.133 6.869 6.369 5.669 6.921 6.421 5.911 5.954 5.454 HCM Lane V/C Ratio 0.046 0.647 0.513 0.32 0.19 0.015 0.105 0.143 0.245 0.256 0.518 HCM Control Delay 11.3 23.4 17.7 16.1 13.4 10.8 13 12.8 13.5 13.7 18.5 HCM Lane LOS B C C C BBBBBBC HCM 95th-tile Q 0.1 4.5 2.9 1.3 0.7 0 0.3 0.5 0.9 1 2.9 6.9-110 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 1: Madison St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 118 74 7 39 83 74 19 428 93 105 341 74 Future Volume (vph) 118 74 7 39 83 74 19 428 93 105 341 74 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)28.0 38.0 38.0 15.0 25.0 25.0 14.0 40.0 40.0 27.0 53.0 53.0 Total Split (%)23.3% 31.7% 31.7% 12.5% 20.8% 20.8% 11.7% 33.3% 33.3% 22.5% 44.2% 44.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 6.9-111 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 1: Madison St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 118 74 7 39 83 74 19 428 93 105 341 74 Future Volume (veh/h) 118 74 7 39 83 74 19 428 93 105 341 74 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 126 79 7 41 88 79 20 455 99 112 363 79 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 154 211 179 75 245 109 49 2114 943 138 2292 1022 Arrive On Green 0.09 0.12 0.12 0.04 0.07 0.07 0.03 0.61 0.61 0.08 0.66 0.66 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 126 79 7 41 88 79 20 455 99 112 363 79 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 8.6 4.8 0.5 2.8 2.9 6.0 1.4 7.1 3.2 7.6 4.7 2.2 Cycle Q Clear(g_c), s 8.6 4.8 0.5 2.8 2.9 6.0 1.4 7.1 3.2 7.6 4.7 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 154 211 179 75 245 109 49 2114 943 138 2292 1022 V/C Ratio(X) 0.82 0.37 0.04 0.54 0.36 0.72 0.41 0.22 0.11 0.81 0.16 0.08 Avail Cap(c_a), veh/h 340 508 431 152 591 264 137 2114 943 325 2292 1022 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.7 49.0 47.1 56.2 53.2 54.6 57.3 10.5 9.7 54.3 7.6 7.2 Incr Delay (d2), s/veh 10.3 1.1 0.1 6.0 0.9 8.7 5.3 0.2 0.2 10.6 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 2.2 0.2 1.3 1.3 2.5 0.7 2.5 1.0 3.6 1.6 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.0 50.1 47.2 62.2 54.0 63.3 62.6 10.7 9.9 64.9 7.8 7.4 LnGrp LOS E D D E D EEBAEAA Approach Vol, veh/h 212 208 574 554 Approach Delay, s/veh 58.3 59.2 12.4 19.3 Approach LOS EEBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.1 77.8 9.7 18.4 7.9 84.0 15.1 13.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.5 35.5 10.5 33.5 9.5 48.5 23.5 20.5 Max Q Clear Time (g_c+I1), s 9.6 9.1 4.8 6.8 3.4 6.7 10.6 8.0 Green Ext Time (p_c), s 0.2 3.0 0.0 0.3 0.0 2.5 0.2 0.5 Intersection Summary HCM 6th Ctrl Delay 27.4 HCM 6th LOS C 6.9-112 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)51 84 1 567 54 128 492 Future Volume (vph)51 84 1 567 54 128 492 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 3 2 Detector Phase 3352216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)15.0 15.0 13.0 27.0 27.0 18.0 32.0 Total Split (%)25.0% 25.0% 21.7% 45.0% 45.0% 30.0% 53.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 45 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.9-113 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 51 84 1 567 54 128 492 Future Volume (veh/h) 51 84 1 567 54 128 492 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 59 97 652 62 147 566 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 202 180 1963 876 202 2596 Arrive On Green 0.12 0.12 0.57 0.57 0.12 0.75 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 59 97 652 62 147 566 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 1.9 3.6 6.0 1.1 4.9 2.9 Cycle Q Clear(g_c), s 1.9 3.6 6.0 1.1 4.9 2.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 202 180 1963 876 202 2596 V/C Ratio(X) 0.29 0.54 0.33 0.07 0.73 0.22 Avail Cap(c_a), veh/h 318 283 1963 876 405 2596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.3 25.0 6.9 5.8 25.6 2.2 Incr Delay (d2), s/veh 0.8 2.5 0.5 0.2 5.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.3 1.5 0.3 2.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.0 27.5 7.4 6.0 30.6 2.4 LnGrp LOS C C A A C A Approach Vol, veh/h 156 714 713 Approach Delay, s/veh 26.6 7.3 8.2 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 11.0 38.0 49.0 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.5 22.5 27.5 10.5 Max Q Clear Time (g_c+I1), s 6.9 8.0 4.9 5.6 Green Ext Time (p_c), s 0.2 3.5 3.3 0.2 Intersection Summary HCM 6th Ctrl Delay 9.6 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. 6.9-114 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 244 405 51 221 86 304 393 45 85 292 20 Future Volume (vph)19 244 405 51 221 86 304 393 45 85 292 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-115 HCM 6th AWSC EAPC (2026) AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh106.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 244 405 51 221 86 304 393 45 85 292 20 Future Vol, veh/h 19 244 405 51 221 86 304 393 45 85 292 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 21 274 455 57 248 97 342 442 51 96 328 22 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 239.1 27.6 64.8 31.2 HCM LOS F D F D Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 74% 0% 100% 17% 0% 100% 46% 0% 100% 83% Vol Right, %0% 0% 26% 0% 0% 83% 0% 0% 54% 0% 0% 17% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 304 262 176 19 163 486 51 147 160 85 195 117 LT Vol 304 0 0 19 0 0 51 0 0 85 0 0 Through Vol 0 262 131 0 163 81 0 147 74 0 195 97 RT Vol 0 0 45 0 0 405 0 0 86 0 0 20 Lane Flow Rate 342 294 198 21 183 546 57 166 179 96 219 132 Geometry Grp 888888888888 Degree of Util (X) 1.032 0.85 0.562 0.069 0.565 1.621 0.195 0.541 0.568 0.322 0.707 0.422 Departure Headway (Hd) 11.75811.25811.07911.79111.29110.67812.89212.39212.01412.80912.309 12.19 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 311 324 328 306 322 344 280 293 303 283 295 298 Service Time 9.458 8.958 8.779 9.491 8.991 8.40810.59210.092 9.71410.50910.009 9.89 HCM Lane V/C Ratio 1.1 0.907 0.604 0.069 0.568 1.587 0.204 0.567 0.591 0.339 0.742 0.443 HCM Control Delay 95.9 54 27.1 15.4 27.7 318.5 18.7 28.8 29.4 21.5 40 23.5 HCM Lane LOS F F D C D F CDDCEC HCM 95th-tile Q 11.5 7.5 3.3 0.2 3.3 32.4 0.7 3 3.3 1.3 5 2 6.9-116 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)19 244 405 51 221 86 304 393 45 85 292 20 Future Volume (vph)19 244 405 51 221 86 304 393 45 85 292 20 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)13.0 43.0 17.0 47.0 47.0 28.0 38.0 38.0 22.0 32.0 Total Split (%)10.8% 35.8% 14.2% 39.2% 39.2% 23.3% 31.7% 31.7% 18.3% 26.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.9-117 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 244 405 51 221 86 304 393 45 85 292 20 Future Volume (veh/h) 19 244 405 51 221 86 304 393 45 85 292 20 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 21 274 455 57 248 97 342 442 51 96 328 22 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 51 539 481 86 1148 512 413 1452 648 120 1206 80 Arrive On Green 0.03 0.31 0.31 0.05 0.33 0.33 0.12 0.42 0.42 0.07 0.37 0.37 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3292 220 Grp Volume(v), veh/h 21 274 455 57 248 97 342 442 51 96 172 178 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1782 Q Serve(g_s), s 1.4 15.5 34.5 3.9 6.2 5.4 11.9 10.2 2.4 6.5 8.4 8.5 Cycle Q Clear(g_c), s 1.4 15.5 34.5 3.9 6.2 5.4 11.9 10.2 2.4 6.5 8.4 8.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 51 539 481 86 1148 512 413 1452 648 120 634 653 V/C Ratio(X) 0.41 0.51 0.95 0.66 0.22 0.19 0.83 0.30 0.08 0.80 0.27 0.27 Avail Cap(c_a), veh/h 123 555 495 181 1225 547 659 1452 648 253 634 653 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.2 33.8 40.3 56.0 28.9 28.6 51.4 23.2 20.9 55.0 26.8 26.8 Incr Delay (d2), s/veh 4.8 0.7 25.5 8.4 0.1 0.2 4.9 0.5 0.2 11.5 1.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 6.3 15.6 1.8 2.5 1.9 5.1 4.1 0.9 3.2 3.5 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.0 34.5 65.9 64.4 29.0 28.8 56.3 23.7 21.1 66.5 27.8 27.8 LnGrp LOS E C E E C C E C C E C C Approach Vol, veh/h 750 402 835 446 Approach Delay, s/veh 54.3 33.9 36.9 36.1 Approach LOS DCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.8 54.9 10.5 41.9 19.2 48.5 8.0 44.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 17.5 33.5 12.5 38.5 23.5 27.5 8.5 42.5 Max Q Clear Time (g_c+I1), s 8.5 12.2 5.9 36.5 13.9 10.5 3.4 8.2 Green Ext Time (p_c), s 0.1 2.6 0.0 0.8 0.8 1.5 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 41.6 HCM 6th LOS D 6.9-118 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)73 466 64 35 422 72 145 342 29 63 284 63 Future Volume (vph)73 466 64 35 422 72 145 342 29 63 284 63 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)23.0 49.0 49.0 15.0 41.0 41.0 20.0 41.0 41.0 15.0 36.0 36.0 Total Split (%)19.2% 40.8% 40.8% 12.5% 34.2% 34.2% 16.7% 34.2% 34.2% 12.5% 30.0% 30.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.9-119 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 466 64 35 422 72 145 342 29 63 284 63 Future Volume (veh/h) 73 466 64 35 422 72 145 342 29 63 284 63 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 84 536 74 40 485 83 167 393 33 72 326 72 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 106 1557 694 75 1493 666 227 1052 469 178 1003 447 Arrive On Green 0.06 0.45 0.45 0.04 0.43 0.43 0.07 0.30 0.30 0.05 0.29 0.29 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 84 536 74 40 485 83 167 393 33 72 326 72 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.7 12.1 3.3 2.7 11.1 3.9 5.8 10.7 1.8 2.5 8.9 4.2 Cycle Q Clear(g_c), s 5.7 12.1 3.3 2.7 11.1 3.9 5.8 10.7 1.8 2.5 8.9 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 106 1557 694 75 1493 666 227 1052 469 178 1003 447 V/C Ratio(X) 0.79 0.34 0.11 0.54 0.32 0.12 0.74 0.37 0.07 0.40 0.33 0.16 Avail Cap(c_a), veh/h 267 1557 694 152 1493 666 435 1052 469 294 1003 447 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.5 21.5 19.1 56.3 22.6 20.5 54.9 32.8 29.7 55.0 33.4 31.7 Incr Delay (d2), s/veh 12.1 0.6 0.3 5.9 0.6 0.4 4.6 1.0 0.3 1.5 0.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 4.8 1.2 1.3 4.3 1.4 2.5 4.4 0.7 1.1 3.7 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.7 22.1 19.4 62.1 23.1 20.9 59.5 33.8 30.0 56.4 34.3 32.5 LnGrp LOS E C B E C C E C C E C C Approach Vol, veh/h 694 608 593 470 Approach Delay, s/veh 27.3 25.4 40.8 37.4 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 41.0 9.7 58.5 12.6 39.3 11.9 56.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 36.5 10.5 44.5 15.5 31.5 18.5 36.5 Max Q Clear Time (g_c+I1), s 4.5 12.7 4.7 14.1 7.8 10.9 7.7 13.1 Green Ext Time (p_c), s 0.1 2.3 0.0 3.7 0.3 2.0 0.1 3.0 Intersection Summary HCM 6th Ctrl Delay 32.2 HCM 6th LOS C 6.9-120 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)80 365 71 33 372 33 132 332 52 55 325 117 Future Volume (vph)80 365 71 33 372 33 132 332 52 55 325 117 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 47.0 47.0 17.0 42.0 42.0 18.0 41.0 41.0 15.0 38.0 38.0 Total Split (%)18.3% 39.2% 39.2% 14.2% 35.0% 35.0% 15.0% 34.2% 34.2% 12.5% 31.7% 31.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.9-121 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 365 71 33 372 33 132 332 52 55 325 117 Future Volume (veh/h) 80 365 71 33 372 33 132 332 52 55 325 117 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 82 372 72 34 380 34 135 339 53 56 332 119 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 104 1581 705 69 1510 674 194 1052 469 166 1023 457 Arrive On Green 0.06 0.46 0.46 0.04 0.44 0.44 0.06 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 82 372 72 34 380 34 135 339 53 56 332 119 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 5.6 7.8 3.2 2.3 8.3 1.5 4.7 9.1 3.0 1.9 9.0 7.1 Cycle Q Clear(g_c), s 5.6 7.8 3.2 2.3 8.3 1.5 4.7 9.1 3.0 1.9 9.0 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 104 1581 705 69 1510 674 194 1052 469 166 1023 457 V/C Ratio(X) 0.79 0.24 0.10 0.50 0.25 0.05 0.70 0.32 0.11 0.34 0.32 0.26 Avail Cap(c_a), veh/h 253 1581 705 181 1510 674 379 1052 469 294 1023 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.6 19.8 18.6 56.5 21.4 19.5 55.5 32.2 30.1 55.1 32.9 32.2 Incr Delay (d2), s/veh 12.3 0.3 0.3 5.4 0.4 0.1 4.4 0.8 0.5 1.2 0.8 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 3.1 1.1 1.1 3.3 0.5 2.1 3.8 1.1 0.8 3.7 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.0 20.2 18.8 61.9 21.8 19.6 59.9 33.0 30.6 56.3 33.8 33.6 LnGrp LOS E C B E C B E C C E C C Approach Vol, veh/h 526 448 527 507 Approach Delay, s/veh 27.4 24.7 39.7 36.2 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 59.3 11.4 40.0 11.7 56.9 10.4 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 42.5 13.5 33.5 17.5 37.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 4.3 9.8 6.7 11.0 7.6 10.3 3.9 11.1 Green Ext Time (p_c), s 0.0 2.5 0.2 2.2 0.1 2.3 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 32.2 HCM 6th LOS C 6.9-122 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 477 5 250 30 607 192 27 Future Volume (vph)8 10 13 43 7 477 5 250 30 607 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-123 HCM 6th AWSC EAPC (2026) AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh131.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 10 13 43 7 477 5 250 30 607 192 27 Future Vol, veh/h 8 10 13 43 7 477 5 250 30 607 192 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 11 14 48 8 530 6 278 33 674 213 30 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 13.9 84.6 17.3 205.9 HCM LOS B F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %4% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %96% 81% 0% 100% 20% 0% 100% 0% 0% 100% 70% Vol Right, %0% 19% 0% 0% 80% 0% 0% 100% 0% 0% 30% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 130 155 8 7 16 43 7 477 607 128 91 LT Vol 50800430060700 Through Vol 125 125 073070012864 RT Vol 0 30 0 0 13 0 0 477 0 0 27 Lane Flow Rate 144 172 9 7 18 48 8 530 674 142 101 Geometry Grp 88888888888 Degree of Util (X) 0.347 0.407 0.025 0.02 0.046 0.112 0.017 1.073 1.538 0.305 0.211 Departure Headway (Hd) 9.217 9.06211.45810.93510.352 9.366 8.856 8.141 8.442 7.938 7.729 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 393 400 314 329 348 385 407 451 438 455 467 Service Time 6.917 6.762 9.158 8.635 8.052 7.066 6.556 5.841 6.142 5.638 5.429 HCM Lane V/C Ratio 0.366 0.43 0.029 0.021 0.052 0.125 0.02 1.175 1.539 0.312 0.216 HCM Control Delay 16.7 17.8 14.5 13.9 13.6 13.2 11.7 92.1 275.4 14.1 12.5 HCM Lane LOS C C BBBBBFFBB HCM 95th-tile Q 1.5 1.9 0.1 0.1 0.1 0.4 0.1 15.5 35.6 1.3 0.8 6.9-124 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 7 477 5 250 30 607 192 27 Future Volume (vph)8 10 13 43 7 477 5 250 30 607 192 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm Protected Phases 2 6488 44 Permitted Phases 2 6 6 4 Detector Phase 2 2 66488 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)30.0 30.0 30.0 30.0 60.0 30.0 30.0 60.0 60.0 60.0 Total Split (%)25.0% 25.0% 25.0% 25.0% 50.0% 25.0% 25.0% 50.0% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87 (73%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.9-125 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 43 7 477 5 250 30 607 192 27 Future Volume (veh/h) 8 10 13 43 7 477 5 250 30 607 192 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 9 11 14 48 8 530 6 278 33 674 213 30 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 241 368 328 345 387 1042 14 662 82 1556 1600 714 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.46 0.46 0.46 Sat Flow, veh/h 867 1730 1543 1386 1821 1543 65 3117 387 3365 3460 1543 Grp Volume(v), veh/h 9 11 14 48 8 530 168 0 149 674 213 30 Grp Sat Flow(s),veh/h/ln 867 1730 1543 1386 1821 1543 1818 0 1752 1682 1730 1543 Q Serve(g_s), s 1.0 0.6 0.9 3.4 0.4 20.4 9.6 0.0 8.8 16.2 4.2 1.3 Cycle Q Clear(g_c), s 1.4 0.6 0.9 4.3 0.4 20.4 9.6 0.0 8.8 16.2 4.2 1.3 Prop In Lane 1.00 1.00 1.00 1.00 0.04 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 241 368 328 345 387 1042 386 0 372 1556 1600 714 V/C Ratio(X) 0.04 0.03 0.04 0.14 0.02 0.51 0.43 0.00 0.40 0.43 0.13 0.04 Avail Cap(c_a), veh/h 241 368 328 345 387 1042 386 0 372 1556 1600 714 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.83 0.83 0.83 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 37.4 37.6 39.3 37.4 9.7 41.0 0.0 40.7 21.7 18.5 17.7 Incr Delay (d2), s/veh 0.3 0.2 0.2 0.2 0.0 0.3 3.5 0.0 3.2 0.9 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.3 0.3 1.1 0.2 15.6 4.5 0.0 4.0 6.1 1.6 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.2 37.6 37.8 39.4 37.4 10.0 44.5 0.0 43.9 22.6 18.6 17.8 LnGrp LOS DDDDDADADCBB Approach Vol, veh/h 34 586 317 917 Approach Delay, s/veh 37.8 12.8 44.2 21.5 Approach LOS D B D C Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 30.0 60.0 30.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 25.5 55.5 25.5 25.5 Max Q Clear Time (g_c+I1), s 3.4 18.2 22.4 11.6 Green Ext Time (p_c), s 0.1 3.9 0.7 1.2 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C 6.9-126 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 126 406 322 15 405 322 253 549 35 209 564 95 Future Volume (vph) 126 406 322 15 405 322 253 549 35 209 564 95 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.9-127 HCM 6th Roundabout EAPC (2026) AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 115.2 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 918 797 900 933 Demand Flow Rate, veh/h 937 813 918 952 Vehicles Circulating, veh/h 863 1017 813 737 Vehicles Exiting, veh/h 721 675 634 740 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 44.0 32.1 225.8 149.7 Approach LOS E D F F Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 353 4.976 353 4.976 39 4.976 104 Entry Flow, veh/h 584 1887 460 1887 879 1887 848 1887 Cap Entry Lane, veh/h 572 0.980 489 0.980 602 0.980 651 0.980 Entry HV Adj Factor 0.980 346 0.981 346 0.981 38 0.980 102 Flow Entry, veh/h 572 1850 451 1850 862 1850 831 1850 Cap Entry, veh/h 561 0.187 480 0.187 591 0.021 638 0.055 V/C Ratio 1.021 0.0 0.941 0.0 1.460 0.0 1.303 0.0 Control Delay, s/veh 70.5 A 56.7 A 235.8 A 168.1 A LOS F1F1F0F0 95th %tile Queue, veh 15 11 42 33 6.9-128 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 12411613948134087951 Future Volume (vph)37 12411613948134087951 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 52.0 20.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 43.3% 16.7% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 10 (8%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.9-129 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 12411613948134087951 Future Volume (veh/h) 37 12411613948134087951 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 40 124117141019 14 43 945 55 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 62 1 199 55 8 199 65 3197 44 132 3227 187 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.04 0.63 0.63 0.03 0.22 0.22 Sat Flow, veh/h 24 6 1543 11 62 1543 1734 5054 69 1734 4806 279 Grp Volume(v), veh/h 41 0250171466836543651349 Grp Sat Flow(s),veh/h/ln 30 0 1543 73 0 1543 1734 1657 1809 1734 1657 1771 Q Serve(g_s), s 0.3 0.0 0.1 0.1 0.0 1.2 0.9 11.1 11.1 2.9 19.6 19.7 Cycle Q Clear(g_c), s 15.4 0.0 0.1 15.3 0.0 1.2 0.9 11.1 11.1 2.9 19.6 19.7 Prop In Lane 0.98 1.00 0.80 1.00 1.00 0.04 1.00 0.16 Lane Grp Cap(c), veh/h 63 0 199 63 0 199 65 2097 1144 132 2226 1189 V/C Ratio(X) 0.65 0.00 0.01 0.08 0.00 0.09 0.22 0.32 0.32 0.33 0.29 0.29 Avail Cap(c_a), veh/h 374 0 540 391 0 540 173 2097 1144 202 2226 1189 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 59.7 0.0 45.6 46.6 0.0 46.1 56.1 10.1 10.1 55.5 23.0 23.0 Incr Delay (d2), s/veh 21.5 0.0 0.0 1.1 0.0 0.4 3.5 0.4 0.7 2.1 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.1 0.2 0.0 0.5 0.5 3.6 4.0 1.3 8.7 9.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.2 0.0 45.7 47.7 0.0 46.5 59.6 10.5 10.9 57.6 23.2 23.4 LnGrp LOS F A D D A D EBBECC Approach Vol, veh/h 43 22 1047 1043 Approach Delay, s/veh 79.5 46.7 11.3 24.7 Approach LOS E D B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.1 83.3 21.6 10.5 88.0 21.6 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 14.0 44.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.9 13.1 17.4 2.9 21.7 17.3 Green Ext Time (p_c), s 0.1 13.2 0.3 0.0 11.4 0.1 Intersection Summary HCM 6th Ctrl Delay 19.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 6.9-130 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 305 79 84 347 232 135 799 68 154 801 362 Future Volume (vph) 256 305 79 84 347 232 135 799 68 154 801 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.9-131 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 305 79 84 347 232 135 799 68 154 801 362 Future Volume (veh/h) 256 305 79 84 347 232 135 799 68 154 801 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 311 81 86 354 237 138 815 69 157 817 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1091 487 164 488 414 172 1321 410 335 1324 411 Arrive On Green 0.14 0.32 0.32 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 311 81 86 354 237 138 815 69 157 817 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 8.1 4.6 5.7 21.2 15.9 9.5 19.0 5.0 5.3 17.3 27.7 Cycle Q Clear(g_c), s 17.0 8.1 4.6 5.7 21.2 15.9 9.5 19.0 5.0 5.3 17.3 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1091 487 164 488 414 172 1321 410 335 1324 411 V/C Ratio(X) 1.06 0.28 0.17 0.53 0.73 0.57 0.80 0.62 0.17 0.47 0.62 0.90 Avail Cap(c_a), veh/h 246 1091 487 173 488 414 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 30.9 29.7 51.8 39.9 38.0 56.9 48.8 42.5 51.0 38.7 42.5 Incr Delay (d2), s/veh 74.8 0.7 0.7 1.0 9.1 5.7 20.8 0.9 0.3 0.4 1.0 21.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 3.4 1.7 2.5 10.4 6.5 5.2 8.5 1.9 2.2 6.8 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 126.3 31.6 30.4 52.8 49.0 43.6 77.7 49.8 42.7 51.4 39.6 64.0 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 653 677 1022 1343 Approach Delay, s/veh 69.3 47.6 53.1 47.7 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.9 39.4 17.3 45.4 17.9 39.5 23.0 39.7 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 7.3 21.0 7.7 10.1 11.5 29.7 19.0 23.2 Green Ext Time (p_c), s 0.1 5.3 0.0 4.0 0.0 2.3 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 53.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.9-132 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 9: Jefferson St. & Avenue 50 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 305 79 84 347 232 135 799 68 154 801 362 Future Volume (vph) 256 305 79 84 347 232 135 799 68 154 801 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 43.5 43.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 36.3% 36.3% 15.0% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.9-133 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 9: Jefferson St. & Avenue 50 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 305 79 84 347 232 135 799 68 154 801 362 Future Volume (veh/h) 256 305 79 84 347 232 135 799 68 154 801 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 311 81 86 354 237 138 815 69 157 817 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 246 1091 487 164 928 414 172 1321 410 335 1324 411 Arrive On Green 0.14 0.32 0.32 0.09 0.27 0.27 0.03 0.09 0.09 0.10 0.27 0.27 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 311 81 86 354 237 138 815 69 157 817 369 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 17.0 8.1 4.6 5.7 10.0 15.9 9.5 19.0 5.0 5.3 17.3 27.7 Cycle Q Clear(g_c), s 17.0 8.1 4.6 5.7 10.0 15.9 9.5 19.0 5.0 5.3 17.3 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1091 487 164 928 414 172 1321 410 335 1324 411 V/C Ratio(X) 1.06 0.28 0.17 0.53 0.38 0.57 0.80 0.62 0.17 0.47 0.62 0.90 Avail Cap(c_a), veh/h 246 1091 487 173 928 414 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 30.9 29.7 51.8 35.8 38.0 56.9 48.8 42.5 51.0 38.7 42.5 Incr Delay (d2), s/veh 74.8 0.7 0.7 1.0 1.2 5.7 20.8 0.9 0.3 0.4 1.0 21.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 3.4 1.7 2.5 4.3 6.5 5.2 8.5 1.9 2.2 6.8 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 126.3 31.6 30.4 52.8 37.0 43.6 77.7 49.8 42.7 51.4 39.6 64.0 LnGrp LOS F CCDDDEDDDDE Approach Vol, veh/h 653 677 1022 1343 Approach Delay, s/veh 69.3 41.3 53.1 47.7 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.9 39.4 17.3 45.4 17.9 39.5 23.0 39.7 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 12.0 36.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 7.3 21.0 7.7 10.1 11.5 29.7 19.0 17.9 Green Ext Time (p_c), s 0.1 5.3 0.0 4.0 0.0 2.3 0.0 4.4 Intersection Summary HCM 6th Ctrl Delay 51.8 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.9-134 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)65 52 26 183 173 75 Future Volume (vph)65 52 26 183 173 75 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-135 HCM 6th AWSC EAPC (2026) AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 10.2 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 65 52 26 183 173 75 Future Vol, veh/h 65 52 26 183 173 75 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, %222222 Mvmt Flow 78 63 31 220 208 90 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 10.2 9.5 10.8 HCM LOS B A B Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %56% 0% 0% 100% 0% Vol Thru, %44% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 117 26 183 173 75 LT Vol 65 0 0 173 0 Through Vol 52 26 0 0 0 RT Vol 0 0 183 0 75 Lane Flow Rate 141 31 220 208 90 Geometry Grp 47777 Degree of Util (X) 0.217 0.048 0.295 0.346 0.12 Departure Headway (Hd)5.551 5.521 4.815 5.984 4.776 Convergence, Y/N Yes Yes Yes Yes Yes Cap 643 646 743 598 744 Service Time 3.618 3.279 2.572 3.758 2.55 HCM Lane V/C Ratio 0.219 0.048 0.296 0.348 0.121 HCM Control Delay 10.2 8.6 9.6 11.9 8.2 HCM Lane LOS BAABA HCM 95th-tile Q 0.8 0.2 1.2 1.5 0.4 6.9-136 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 89 136 10 83 167 128 343 19 82 180 55 Future Volume (vph)42 89 136 10 83 167 128 343 19 82 180 55 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-137 HCM 6th AWSC EAPC (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 30.9 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 89 136 10 83 167 128 343 19 82 180 55 Future Vol, veh/h 42 89 136 10 83 167 128 343 19 82 180 55 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 46 98 149 11 91 184 141 377 21 90 198 60 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 17 29.2 47.8 17.9 HCM LOS C D E C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 32% 0% 4% 100% 0% 0% Vol Thru, %0% 95% 68% 0% 32% 0% 100% 0% Vol Right, %0% 5% 0% 100% 64% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 128 362 131 136 260 82 180 55 LT Vol 128 0 42 0 10 82 0 0 Through Vol 0 343 89 0 83 0 180 0 RT Vol 0 19 0 136 167 0 0 55 Lane Flow Rate 141 398 144 149 286 90 198 60 Geometry Grp 88888888 Degree of Util (X) 0.353 0.937 0.379 0.356 0.694 0.24 0.499 0.14 Departure Headway (Hd)9.041 8.483 9.474 8.583 8.744 9.608 9.088 8.361 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 397 426 379 418 411 373 396 427 Service Time 6.812 6.253 7.255 6.364 6.519 7.389 6.869 6.141 HCM Lane V/C Ratio 0.355 0.934 0.38 0.356 0.696 0.241 0.5 0.141 HCM Control Delay 16.7 58.8 18 16.1 29.2 15.4 20.7 12.5 HCM Lane LOS C F CCDCCB HCM 95th-tile Q 1.6 10.6 1.7 1.6 5.1 0.9 2.7 0.5 6.9-138 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)42 89 136 10 83 167 128 343 19 82 180 55 Future Volume (vph)42 89 136 10 83 167 128 343 19 82 180 55 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 6 Detector Phase 44488 52 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)42.0 42.0 42.0 42.0 42.0 28.0 57.0 21.0 50.0 50.0 Total Split (%)35.0% 35.0% 35.0% 35.0% 35.0% 23.3% 47.5% 17.5% 41.7% 41.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 6.9-139 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 89 136 10 83 167 128 343 19 82 180 55 Future Volume (veh/h) 42 89 136 10 83 167 128 343 19 82 180 55 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 46 98 149 11 91 184 141 377 21 90 198 60 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 92 176 309 37 110 208 169 1063 59 113 1074 910 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.10 0.62 0.62 0.07 0.59 0.59 Sat Flow, veh/h 262 879 1543 28 548 1038 1734 1709 95 1734 1821 1543 Grp Volume(v), veh/h 144 0 149 286 0 0 141 0 398 90 198 60 Grp Sat Flow(s),veh/h/ln 1142 0 1543 1614 0 0 1734 0 1804 1734 1821 1543 Q Serve(g_s), s 0.0 0.0 10.3 7.4 0.0 0.0 9.6 0.0 12.8 6.1 6.0 2.0 Cycle Q Clear(g_c), s 13.2 0.0 10.3 20.6 0.0 0.0 9.6 0.0 12.8 6.1 6.0 2.0 Prop In Lane 0.32 1.00 0.04 0.64 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 268 0 309 354 0 0 169 0 1123 113 1074 910 V/C Ratio(X) 0.54 0.00 0.48 0.81 0.00 0.00 0.83 0.00 0.35 0.80 0.18 0.07 Avail Cap(c_a), veh/h 438 0 482 534 0 0 340 0 1123 238 1074 910 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.7 0.0 42.5 46.6 0.0 0.0 53.2 0.0 11.0 55.3 11.3 10.5 Incr Delay (d2), s/veh 1.7 0.0 1.2 5.5 0.0 0.0 10.1 0.0 0.9 11.8 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 3.9 8.6 0.0 0.0 4.5 0.0 4.8 3.0 2.3 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.3 0.0 43.7 52.1 0.0 0.0 63.2 0.0 11.9 67.1 11.7 10.6 LnGrp LOS D A D D AAEABEBB Approach Vol, veh/h 293 286 539 348 Approach Delay, s/veh 44.0 52.1 25.3 25.9 Approach LOS DDCC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.3 79.2 28.5 16.2 75.3 28.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 52.5 37.5 23.5 45.5 37.5 Max Q Clear Time (g_c+I1), s 8.1 14.8 15.2 11.6 8.0 22.6 Green Ext Time (p_c), s 0.1 2.3 1.2 0.2 1.2 1.4 Intersection Summary HCM 6th Ctrl Delay 34.4 HCM 6th LOS C 6.9-140 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)80 120 62 30 68 41 50 452 49 31 283 54 Future Volume (vph)80 120 62 30 68 41 50 452 49 31 283 54 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-141 HCM 6th AWSC EAPC (2026) AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 84.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 80 120 62 30 68 41 50 452 49 31 283 54 Future Vol, veh/h 80 120 62 30 68 41 50 452 49 31 283 54 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, %222222222222 Mvmt Flow 95 143 74 36 81 49 60 538 58 37 337 64 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 25.7 17.3 164.5 31.7 HCM LOS D C F D Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %9% 31% 22% 10% 0% Vol Thru, %82% 46% 49% 90% 0% Vol Right, % 9% 24% 29% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 551 262 139 314 54 LT Vol 50 80 30 31 0 Through Vol 452 120 68 283 0 RT Vol 49 62 41 0 54 Lane Flow Rate 656 312 165 374 64 Geometry Grp 52277 Degree of Util (X) 1.284 0.656 0.375 0.79 0.122 Departure Headway (Hd)7.048 8.278 9 8.166 7.391 Convergence, Y/N Yes Yes Yes Yes Yes Cap 518 440 402 445 488 Service Time 5.105 6.278 7 5.866 5.091 HCM Lane V/C Ratio 1.266 0.709 0.41 0.84 0.131 HCM Control Delay 164.5 25.7 17.3 35.3 11.1 HCM Lane LOS F D C E B HCM 95th-tile Q 27 4.6 1.7 7 0.4 6.9-142 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)80 120 62 30 68 41 50 452 49 31 283 54 Future Volume (vph)80 120 62 30 68 41 50 452 49 31 283 54 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)34.0 34.0 34.0 34.0 17.0 73.0 13.0 69.0 Total Split (%)28.3% 28.3% 28.3% 28.3% 14.2% 60.8% 10.8% 57.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.9-143 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 120 62 30 68 41 50 452 49 31 283 54 Future Volume (veh/h) 80 120 62 30 68 41 50 452 49 31 283 54 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 95 143 74 36 81 49 60 538 58 37 337 64 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, %222222222222 Cap, veh/h 190 194 100 120 182 110 87 1091 118 72 991 188 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.05 0.67 0.67 0.04 0.67 0.67 Sat Flow, veh/h 1260 1131 585 1164 1063 643 1734 1616 174 1734 1488 283 Grp Volume(v), veh/h 95 0 217 36 0 130 60 0 596 37 0 401 Grp Sat Flow(s),veh/h/ln 1260 0 1716 1164 0 1705 1734 0 1790 1734 0 1770 Q Serve(g_s), s 8.8 0.0 14.4 3.6 0.0 8.2 4.1 0.0 19.5 2.5 0.0 11.7 Cycle Q Clear(g_c), s 17.0 0.0 14.4 18.0 0.0 8.2 4.1 0.0 19.5 2.5 0.0 11.7 Prop In Lane 1.00 0.34 1.00 0.38 1.00 0.10 1.00 0.16 Lane Grp Cap(c), veh/h 190 0 294 120 0 292 87 0 1208 72 0 1179 V/C Ratio(X) 0.50 0.00 0.74 0.30 0.00 0.45 0.69 0.00 0.49 0.52 0.00 0.34 Avail Cap(c_a), veh/h 284 0 422 207 0 419 181 0 1208 123 0 1179 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.2 0.0 47.2 55.7 0.0 44.6 56.0 0.0 9.5 56.3 0.0 8.7 Incr Delay (d2), s/veh 2.0 0.0 4.0 1.4 0.0 1.1 9.1 0.0 1.4 5.6 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 6.2 1.1 0.0 3.6 2.0 0.0 6.8 1.2 0.0 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.3 0.0 51.2 57.1 0.0 45.7 65.2 0.0 10.9 62.0 0.0 9.4 LnGrp LOS D A D E A D EABEAA Approach Vol, veh/h 312 166 656 438 Approach Delay, s/veh 52.1 48.2 15.9 13.9 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.5 85.5 25.0 10.6 84.4 25.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 68.5 29.5 12.5 64.5 29.5 Max Q Clear Time (g_c+I1), s 4.5 21.5 19.0 6.1 13.7 20.0 Green Ext Time (p_c), s 0.0 3.9 1.0 0.0 2.4 0.5 Intersection Summary HCM 6th Ctrl Delay 25.9 HCM 6th LOS C 6.9-144 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 133 19 32 81 36 29 455 60 71 289 13 Future Volume (vph)0 133 19 32 81 36 29 455 60 71 289 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-145 HCM 6th AWSC EAPC (2026) AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh70.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 133 19 32 81 36 29 455 60 71 289 13 Future Vol, veh/h 0 133 19 32 81 36 29 455 60 71 289 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 156 22 38 95 42 34 535 71 84 340 15 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 15.2 17.9 137.5 16.1 HCM LOS C C F C Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 0% 0% 21% 100% 0% 0% Vol Thru, %0% 88% 100% 100% 0% 54% 0% 100% 88% Vol Right, %0% 12% 0% 0% 100% 24% 0% 0% 12% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 29 515 0 133 19 149 71 193 109 LT Vol 290000327100 Through Vol 0 455 0 133 0 81 0 193 96 RT Vol 0 60 0 0 19 36 0 0 13 Lane Flow Rate 34 606 0 156 22 175 84 227 129 Geometry Grp 887778888 Degree of Util (X) 0.075 1.231 0 0.348 0.045 0.41 0.19 0.483 0.271 Departure Headway (Hd) 7.909 7.313 8.596 8.596 7.872 9.037 8.729 8.214 8.128 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 450 497 0 421 458 401 413 442 445 Service Time 5.706 5.109 6.296 6.296 5.572 6.737 6.429 5.914 5.828 HCM Lane V/C Ratio 0.076 1.219 0 0.371 0.048 0.436 0.203 0.514 0.29 HCM Control Delay 11.4 144.6 11.3 15.8 10.9 17.9 13.5 18.4 13.8 HCM Lane LOS B F N C B C B C B HCM 95th-tile Q 0.2 23.6 0 1.5 0.1 2 0.7 2.6 1.1 6.9-146 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 13: Monroe St. & Airport Bl.With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 133 19 32 81 36 29 455 60 71 289 13 Future Volume (vph)0 133 19 32 81 36 29 455 60 71 289 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 6 Detector Phase 44488 52 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)30.0 30.0 30.0 30.0 30.0 13.0 71.0 19.0 77.0 77.0 Total Split (%)25.0% 25.0% 25.0% 25.0% 25.0% 10.8% 59.2% 15.8% 64.2% 64.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 13: Monroe St. & Airport Bl. 6.9-147 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 13: Monroe St. & Airport Bl.With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 133 19 32 81 36 29 455 60 71 289 13 Future Volume (veh/h) 0 133 19 32 81 36 29 455 60 71 289 13 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 0 156 22 38 95 42 34 535 71 84 340 15 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 60 292 248 65 126 49 69 1049 139 106 2379 1061 Arrive On Green 0.00 0.16 0.16 0.16 0.16 0.16 0.04 0.67 0.67 0.06 0.69 0.69 Sat Flow, veh/h 1252 1821 1543 175 788 304 1734 1575 209 1734 3460 1543 Grp Volume(v), veh/h 0 156 22 175 0 0 34 0 606 84 340 15 Grp Sat Flow(s),veh/h/ln 1252 1821 1543 1266 0 0 1734 0 1784 1734 1730 1543 Q Serve(g_s), s 0.0 9.4 1.5 7.4 0.0 0.0 2.3 0.0 20.6 5.7 4.1 0.4 Cycle Q Clear(g_c), s 0.0 9.4 1.5 16.8 0.0 0.0 2.3 0.0 20.6 5.7 4.1 0.4 Prop In Lane 1.00 1.00 0.22 0.24 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 60 292 248 240 0 0 69 0 1188 106 2379 1061 V/C Ratio(X) 0.00 0.53 0.09 0.73 0.00 0.00 0.50 0.00 0.51 0.79 0.14 0.01 Avail Cap(c_a), veh/h 125 387 328 322 0 0 123 0 1188 210 2379 1061 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.95 0.95 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 46.3 42.9 49.5 0.0 0.0 56.5 0.0 10.1 55.6 6.5 5.9 Incr Delay (d2), s/veh 0.0 1.4 0.1 5.5 0.0 0.0 5.4 0.0 1.6 12.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.2 0.5 5.3 0.0 0.0 1.1 0.0 7.3 2.8 1.3 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 47.7 43.1 55.0 0.0 0.0 61.9 0.0 11.7 67.9 6.6 5.9 LnGrp LOS A D D EAAEABEAA Approach Vol, veh/h 178 175 640 439 Approach Delay, s/veh 47.1 55.0 14.4 18.3 Approach LOS D E B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.8 84.4 23.7 9.2 87.0 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 66.5 25.5 8.5 72.5 25.5 Max Q Clear Time (g_c+I1), s 7.7 22.6 11.4 4.3 6.1 18.8 Green Ext Time (p_c), s 0.1 4.0 0.6 0.0 2.1 0.4 Intersection Summary HCM 6th Ctrl Delay 24.6 HCM 6th LOS C 6.9-148 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 198 60 37 265 52 107 436 30 51 348 110 Future Volume (vph)44 198 60 37 265 52 107 436 30 51 348 110 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-149 HCM 6th AWSC EAPC (2026) AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 232.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 198 60 37 265 52 107 436 30 51 348 110 Future Vol, veh/h 44 198 60 37 265 52 107 436 30 51 348 110 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, %222222222222 Mvmt Flow 54 244 74 46 327 64 132 538 37 63 430 136 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 52.5 148.7 452.5 151.1 HCM LOS FFFF Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %19% 100% 0% 10% 13% 0% Vol Thru, %76% 0% 77% 75% 87% 0% Vol Right, % 5% 0% 23% 15% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 573 44 258 354 399 110 LT Vol 107 44 0 37 51 0 Through Vol 436 0 198 265 348 0 RT Vol 30 0 60 52 0 110 Lane Flow Rate 707 54 319 437 493 136 Geometry Grp 677677 Degree of Util (X) 1.925 0.154 0.846 1.18 1.292 0.327 Departure Headway (Hd)11.179 13.375 12.666 12.941 12.202 11.387 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 332 270 290 284 300 318 Service Time 9.179 11.075 10.366 10.941 9.902 9.087 HCM Lane V/C Ratio 2.13 0.2 1.1 1.539 1.643 0.428 HCM Control Delay 452.5 18.5 58.3 148.7 187.4 19.5 HCM Lane LOS F C F F F C HCM 95th-tile Q 42.7 0.5 7.1 14.7 18.5 1.4 6.9-150 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 198 60 37 265 52 107 436 30 51 348 110 Future Volume (vph)44 198 60 37 265 52 107 436 30 51 348 110 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)41.0 41.0 41.0 41.0 20.0 64.0 15.0 59.0 Total Split (%)34.2% 34.2% 34.2% 34.2% 16.7% 53.3% 12.5% 49.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.9-151 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 198 60 37 265 52 107 436 30 51 348 110 Future Volume (veh/h) 44 198 60 37 265 52 107 436 30 51 348 110 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 54 244 74 46 327 64 132 538 37 63 430 136 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, %222222222222 Cap, veh/h 135 375 114 187 414 81 158 938 64 89 685 217 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.09 0.56 0.56 0.05 0.52 0.52 Sat Flow, veh/h 993 1341 407 1062 1479 290 1734 1684 116 1734 1326 419 Grp Volume(v), veh/h 54 0 318 46 0 391 132 0 575 63 0 566 Grp Sat Flow(s),veh/h/ln 993 0 1748 1062 0 1769 1734 0 1800 1734 0 1746 Q Serve(g_s), s 6.4 0.0 19.2 4.8 0.0 24.5 9.0 0.0 25.0 4.3 0.0 27.8 Cycle Q Clear(g_c), s 30.9 0.0 19.2 24.0 0.0 24.5 9.0 0.0 25.0 4.3 0.0 27.8 Prop In Lane 1.00 0.23 1.00 0.16 1.00 0.06 1.00 0.24 Lane Grp Cap(c), veh/h 135 0 489 187 0 494 158 0 1002 89 0 902 V/C Ratio(X) 0.40 0.00 0.65 0.25 0.00 0.79 0.83 0.00 0.57 0.71 0.00 0.63 Avail Cap(c_a), veh/h 159 0 532 213 0 538 224 0 1002 152 0 902 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.3 0.0 38.1 48.6 0.0 40.0 53.6 0.0 17.3 56.1 0.0 20.7 Incr Delay (d2), s/veh 1.9 0.0 2.5 0.7 0.0 7.3 16.6 0.0 2.4 9.9 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 8.1 1.3 0.0 11.0 4.5 0.0 9.9 2.1 0.0 11.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.2 0.0 40.6 49.3 0.0 47.3 70.2 0.0 19.7 66.0 0.0 24.0 LnGrp LOS E A D D A D EABEAC Approach Vol, veh/h 372 437 707 629 Approach Delay, s/veh 42.8 47.5 29.1 28.2 Approach LOS DDCC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.6 71.3 38.0 15.5 66.5 38.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 10.5 59.5 36.5 15.5 54.5 36.5 Max Q Clear Time (g_c+I1), s 6.3 27.0 32.9 11.0 29.8 26.5 Green Ext Time (p_c), s 0.0 3.6 0.6 0.1 3.4 1.6 Intersection Summary HCM 6th Ctrl Delay 35.0 HCM 6th LOS C 6.9-152 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 359 54 34 364 138 66 392 51 112 378 59 Future Volume (vph) 106 359 54 34 364 138 66 392 51 112 378 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-153 HCM 6th AWSC EAPC (2026) AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh183.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 106 359 54 34 364 138 66 392 51 112 378 59 Future Vol, veh/h 106 359 54 34 364 138 66 392 51 112 378 59 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 22222222222 Mvmt Flow 128 433 65 41 439 166 80 472 61 135 455 71 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 163.6 74.8 471.4 42.2 HCM LOS F F F E Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %13% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %77% 0% 100% 0% 0% 100% 47% 0% 100% 68% Vol Right, %10% 0% 0% 100% 0% 0% 53% 0% 0% 32% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 509 106 359 54 34 243 259 112 252 185 LT Vol 66 106 0 0 34 0 0 112 0 0 Through Vol 392 0 359 0 0 243 121 0 252 126 RT Vol 51 0 0 54 0 0 138 0 0 59 Lane Flow Rate 613 128 433 65 41 292 312 135 304 223 Geometry Grp 8888888777 Degree of Util (X) 1.963 0.423 1.373 0.194 0.133 0.908 0.939 0.392 0.841 0.603 Departure Headway (Hd) 12.04414.47313.91813.14214.94514.38513.96813.20712.65812.413 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 307 250 264 275 242 254 262 275 288 294 Service Time 9.74412.17311.61810.84212.64512.08511.66810.90710.35810.113 HCM Lane V/C Ratio 1.997 0.512 1.64 0.236 0.169 1.15 1.191 0.491 1.056 0.759 HCM Control Delay 471.4 27.4 225.6 19 19.9 75.8 81 24.2 57.5 32.3 HCM Lane LOS F D F C C F F C F D HCM 95th-tile Q 41.3 2 19.1 0.7 0.5 7.9 8.6 1.8 7.1 3.6 6.9-154 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 359 54 34 364 138 66 392 51 112 378 59 Future Volume (vph) 106 359 54 34 364 138 66 392 51 112 378 59 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 74438822 66 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)21.1 42.0 42.0 11.5 32.4 32.4 66.5 66.5 66.5 66.5 Total Split (%)17.6% 35.0% 35.0% 9.6% 27.0% 27.0% 55.4% 55.4% 55.4% 55.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.9-155 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 359 54 34 364 138 66 392 51 112 378 59 Future Volume (veh/h) 106 359 54 34 364 138 66 392 51 112 378 59 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 128 433 65 41 439 166 80 472 61 135 455 71 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %222222222222 Cap, veh/h 154 474 401 75 742 331 133 748 94 442 1753 272 Arrive On Green 0.09 0.26 0.26 0.04 0.21 0.21 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 169 1280 160 871 3002 466 Grp Volume(v), veh/h 128 433 65 41 439 166 613 0 0 135 261 265 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1610 0 0 871 1730 1737 Q Serve(g_s), s 8.7 27.7 3.9 2.8 13.7 11.4 16.9 0.0 0.0 0.6 8.9 9.0 Cycle Q Clear(g_c), s 8.7 27.7 3.9 2.8 13.7 11.4 29.1 0.0 0.0 29.8 8.9 9.0 Prop In Lane 1.00 1.00 1.00 1.00 0.13 0.10 1.00 0.27 Lane Grp Cap(c), veh/h 154 474 401 75 742 331 974 0 0 442 1010 1014 V/C Ratio(X) 0.83 0.91 0.16 0.54 0.59 0.50 0.63 0.00 0.00 0.31 0.26 0.26 Avail Cap(c_a), veh/h 240 569 482 101 804 359 974 0 0 442 1010 1014 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.8 43.1 34.3 56.2 42.4 41.5 16.1 0.0 0.0 16.9 12.2 12.3 Incr Delay (d2), s/veh 13.0 17.4 0.2 6.0 1.0 1.2 3.1 0.0 0.0 1.8 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 14.0 1.4 1.3 5.7 4.2 10.5 0.0 0.0 2.4 3.3 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.7 60.5 34.5 62.2 43.4 42.7 19.2 0.0 0.0 18.6 12.9 12.9 LnGrp LOS E E C E D D BAABBB Approach Vol, veh/h 626 646 613 661 Approach Delay, s/veh 59.1 44.4 19.2 14.0 Approach LOS E D B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 74.6 9.7 35.7 74.6 15.2 30.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 62.0 7.0 37.5 62.0 16.6 27.9 Max Q Clear Time (g_c+I1), s 31.1 4.8 29.7 31.8 10.7 15.7 Green Ext Time (p_c), s 4.3 0.0 1.5 3.8 0.1 2.4 Intersection Summary HCM 6th Ctrl Delay 34.1 HCM 6th LOS C 6.9-156 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 281 44 38 383 124 30 509 48 77 459 44 Future Volume (vph)30 281 44 38 383 124 30 509 48 77 459 44 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.9-157 HCM 6th Signalized Intersection Summary EAPC (2026) AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 281 44 38 383 124 30 509 48 77 459 44 Future Volume (veh/h) 30 281 44 38 383 124 30 509 48 77 459 44 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 35 331 52 45 451 146 35 599 56 91 540 52 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 197 580 491 287 580 645 104 1223 114 172 1345 129 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.06 0.38 0.37 0.10 0.42 0.41 Sat Flow, veh/h 821 1821 1543 1000 1821 1543 1734 3199 299 1734 3190 306 Grp Volume(v), veh/h 35 331 52 45 451 146 35 323 332 91 292 300 Grp Sat Flow(s),veh/h/ln 821 1821 1543 1000 1821 1543 1734 1730 1767 1734 1730 1766 Q Serve(g_s), s 2.4 9.1 1.4 2.4 13.5 3.7 1.2 8.5 8.6 3.0 7.1 7.1 Cycle Q Clear(g_c), s 15.9 9.1 1.4 11.4 13.5 3.7 1.2 8.5 8.6 3.0 7.1 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 0.17 Lane Grp Cap(c), veh/h 197 580 491 287 580 645 104 661 676 172 730 745 V/C Ratio(X) 0.18 0.57 0.11 0.16 0.78 0.23 0.34 0.49 0.49 0.53 0.40 0.40 Avail Cap(c_a), veh/h 237 668 566 335 668 719 217 661 676 231 730 745 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 17.0 14.4 21.8 18.5 11.2 27.1 14.1 14.1 25.7 12.1 12.1 Incr Delay (d2), s/veh 0.4 0.9 0.1 0.3 5.1 0.2 1.9 2.6 2.5 2.5 1.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 3.2 0.4 0.5 5.4 1.0 0.5 3.1 3.1 1.2 2.4 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.1 17.9 14.5 22.1 23.6 11.4 29.0 16.7 16.7 28.2 13.7 13.7 LnGrp LOS C B B C C B C B B C B B Approach Vol, veh/h 418 642 690 683 Approach Delay, s/veh 18.2 20.7 17.3 15.6 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 26.9 23.1 7.6 29.3 23.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 5.0 10.6 17.9 3.2 9.1 15.5 Green Ext Time (p_c), s 0.0 2.0 0.7 0.0 2.1 1.7 Intersection Summary HCM 6th Ctrl Delay 17.9 HCM 6th LOS B 6.9-158 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)36 139 12 2 97 4 6 168 3 13 168 22 Future Volume (vph)36 139 12 2 97 4 6 168 3 13 168 22 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-159 HCM 6th AWSC EAPC (2026) AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 9.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 139 12 2 97 4 6 168 3 13 168 22 Future Vol, veh/h 36 139 12 2 97 4 6 168 3 13 168 22 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles, %222222222222 Mvmt Flow 38 148 13 2 103 4 6 179 3 14 179 23 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 10.1 9.3 9.9 10.1 HCM LOS BAAB Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %3% 19% 2% 6% Vol Thru, %95% 74% 94% 83% Vol Right, % 2% 6% 4% 11% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 177 187 103 203 LT Vol 6 36 2 13 Through Vol 168 139 97 168 RT Vol 3 12 4 22 Lane Flow Rate 188 199 110 216 Geometry Grp 1111 Degree of Util (X) 0.261 0.28 0.158 0.294 Departure Headway (Hd)4.987 5.064 5.175 4.905 Convergence, Y/N Yes Yes Yes Yes Cap 712 702 685 726 Service Time 3.072 3.151 3.271 2.988 HCM Lane V/C Ratio 0.264 0.283 0.161 0.298 HCM Control Delay 9.9 10.1 9.3 10.1 HCM Lane LOS ABAB HCM 95th-tile Q 1 1.1 0.6 1.2 6.9-160 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0 0 0 24 72 0 Future Volume (vph)0 0 0 24 72 0 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-161 HCM 6th TWSC EAPC (2026) AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 6.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 24 72 0 Future Vol, veh/h 0 0 0 24 72 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 26 78 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 26 0 - 0 13 13 Stage 1 - - - - 13 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1588 - - - 1006 1067 Stage 1 - - - - 1010 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1588 - - - 1006 1067 Mov Cap-2 Maneuver - - - - 1006 - Stage 1 - - - - 1010 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1588 - - - 1006 HCM Lane V/C Ratio ----0.078 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.3 6.9-162 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 207 15 19 333 313 67 Future Volume (vph) 207 15 19 333 313 67 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 130 Travel Time (s)13.6 12.0 1.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-163 HCM 6th TWSC EAPC (2026) AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 4.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 207 15 19 333 313 67 Future Vol, veh/h 207 15 19 333 313 67 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 225 16 21 362 340 73 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 600 207 413 0 - 0 Stage 1 377 ----- Stage 2 223 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 432 799 1142 - - - Stage 1 663 ----- Stage 2 793 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 424 799 1142 - - - Mov Cap-2 Maneuver 513 ----- Stage 1 651 ----- Stage 2 793 ----- Approach EB NB SB HCM Control Delay, s 16.9 0.4 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1142 - 513 799 - - HCM Lane V/C Ratio 0.018 - 0.439 0.02 - - HCM Control Delay (s) 8.2 - 17.4 9.6 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0.1 - 2.2 0.1 - - 6.9-164 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 202 5 16 160 5 2 Future Volume (vph) 202 5 16 160 5 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-165 HCM 6th TWSC EAPC (2026) AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 202 5 16 160 5 2 Future Vol, veh/h 202 5 16 160 5 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 220 5 17 174 5 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 225 0 344 223 Stage 1 - - - - 223 - Stage 2 - - - - 121 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1342 - 639 816 Stage 1 - - - - 813 - Stage 2 - - - - 892 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1342 - 631 816 Mov Cap-2 Maneuver - - - - 668 - Stage 1 - - - - 802 - Stage 2 - - - - 892 - Approach EB WB NB HCM Control Delay, s 0 0.7 10.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)705 - - 1342 - HCM Lane V/C Ratio 0.011 - - 0.013 - HCM Control Delay (s) 10.2 - - 7.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 - 6.9-166 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 196 8 0 176 0 3 Future Volume (vph) 196 8 0 176 0 3 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-167 HCM 6th TWSC EAPC (2026) AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 196 8 0 176 0 3 Future Vol, veh/h 196 8 0 176 0 3 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 213 9 0 191 0 3 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 218 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 821 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----821 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)821 - - - HCM Lane V/C Ratio 0.004 - - - HCM Control Delay (s) 9.4 - - - HCM Lane LOS A - - - HCM 95th %tile Q(veh) 0 - - - 6.9-168 Lanes, Volumes, Timings EAPC (2026) AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 6 0 540 374 13 Future Volume (vph)0 6 0 540 374 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 263 288 Travel Time (s)5.7 3.6 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-169 HCM 6th TWSC EAPC (2026) AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 6 0 540 374 13 Future Vol, veh/h 0 6 0 540 374 13 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 7 0 587 407 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 211 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 794 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 794 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 9.6 0 0 HCM LOS A Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 794 - - HCM Lane V/C Ratio - 0.008 - - HCM Control Delay (s) - 9.6 - - HCM Lane LOS - A - - HCM 95th %tile Q(veh) - 0 - - 6.9-170 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 133 135 22 101 115 166 15 420 64 130 602 131 Future Volume (vph) 133 135 22 101 115 166 15 420 64 130 602 131 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-171 HCM 6th AWSC EAPC (2026) PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 57.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 133 135 22 101 115 166 15 420 64 130 602 131 Future Vol, veh/h 133 135 22 101 115 166 15 420 64 130 602 131 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222222222 Mvmt Flow 145 147 24 110 125 180 16 457 70 141 654 142 Number of Lanes 111120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3333 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3333 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 3333 HCM Control Delay 23.4 25.3 45.8 90.9 HCM LOS C D E F Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% Vol Thru, %0% 100% 69% 0% 100% 0% 0% 100% 19% 0% 100% Vol Right, %0% 0% 31% 0% 0% 100% 0% 0% 81% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 15 280 204 133 135 22 101 77 204 130 401 LT Vol 15 0 0 133 0 0 101 0 0 130 0 Through Vol 0 280 140 0 135 0 0 77 38 0 401 RT Vol 0 0 64 0 0 22 0 0 166 0 0 Lane Flow Rate 16 304 222 145 147 24 110 83 222 141 436 Geometry Grp 88888888888 Degree of Util (X) 0.05 0.891 0.636 0.469 0.456 0.07 0.348 0.253 0.641 0.401 1.179 Departure Headway (Hd)11.248 10.748 10.529 11.98 11.48 10.78 11.718 11.218 10.649 10.227 9.727 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 320 341 346 302 315 334 308 322 342 352 375 Service Time 8.948 8.448 8.229 9.68 9.18 8.48 9.418 8.918 8.349 8.009 7.509 HCM Lane V/C Ratio 0.05 0.891 0.642 0.48 0.467 0.072 0.357 0.258 0.649 0.401 1.163 HCM Control Delay 14.5 59 29.9 24.8 23.5 14.3 20.5 17.7 30.5 19.7 135.4 HCM Lane LOS B F D C C B CCDCF HCM 95th-tile Q 0.2 8.5 4.1 2.4 2.3 0.2 1.5 1 4.2 1.9 17.5 6.9-172 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 1: Madison St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 133 135 22 101 115 166 15 420 64 130 602 131 Future Volume (vph) 133 135 22 101 115 166 15 420 64 130 602 131 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)28.0 31.0 31.0 24.0 27.0 27.0 13.0 37.0 37.0 28.0 52.0 52.0 Total Split (%)23.3% 25.8% 25.8% 20.0% 22.5% 22.5% 10.8% 30.8% 30.8% 23.3% 43.3% 43.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 6.9-173 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 1: Madison St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 133 135 22 101 115 166 15 420 64 130 602 131 Future Volume (veh/h) 133 135 22 101 115 166 15 420 64 130 602 131 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 145 147 24 110 125 180 16 457 70 141 654 142 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 174 288 244 136 472 210 42 1785 796 169 2040 910 Arrive On Green 0.10 0.16 0.16 0.08 0.14 0.14 0.02 0.52 0.52 0.10 0.59 0.59 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 145 147 24 110 125 180 16 457 70 141 654 142 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 9.9 8.9 1.6 7.5 3.9 13.7 1.1 8.8 2.8 9.6 11.5 5.0 Cycle Q Clear(g_c), s 9.9 8.9 1.6 7.5 3.9 13.7 1.1 8.8 2.8 9.6 11.5 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 174 288 244 136 472 210 42 1785 796 169 2040 910 V/C Ratio(X) 0.84 0.51 0.10 0.81 0.27 0.86 0.38 0.26 0.09 0.83 0.32 0.16 Avail Cap(c_a), veh/h 340 402 341 282 649 289 123 1785 796 340 2040 910 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.0 46.3 43.2 54.4 46.4 50.7 57.7 16.2 14.7 53.2 12.5 11.1 Incr Delay (d2), s/veh 10.0 1.4 0.2 10.8 0.3 16.5 5.6 0.3 0.2 10.1 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 4.0 0.6 3.6 1.6 6.1 0.5 3.3 1.0 4.5 4.1 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.1 47.7 43.4 65.2 46.7 67.1 63.3 16.5 14.9 63.2 12.9 11.5 LnGrp LOS E D D E D EEBBEBB Approach Vol, veh/h 316 415 543 937 Approach Delay, s/veh 54.4 60.5 17.7 20.3 Approach LOS D E B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.2 66.4 13.9 23.5 7.4 75.2 16.5 20.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 32.5 19.5 26.5 8.5 47.5 23.5 22.5 Max Q Clear Time (g_c+I1), s 11.6 10.8 9.5 10.9 3.1 13.5 11.9 15.7 Green Ext Time (p_c), s 0.2 2.8 0.2 0.6 0.0 4.8 0.3 0.7 Intersection Summary HCM 6th Ctrl Delay 32.1 HCM 6th LOS C 6.9-174 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)83 108 1 594 72 76 718 Future Volume (vph)83 108 1 594 72 76 718 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)21.0 21.0 11.5 27.0 27.0 12.0 27.5 Total Split (%)35.0% 35.0% 19.2% 45.0% 45.0% 20.0% 45.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 28 (47%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 6.9-175 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 83 108 1 594 72 76 718 Future Volume (veh/h) 83 108 1 594 72 76 718 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 93 121 667 81 85 807 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 211 188 1326 592 512 2578 Arrive On Green 0.12 0.12 0.38 0.38 0.29 0.74 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 93 121 667 81 85 807 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 3.0 4.5 8.8 1.1 2.2 4.7 Cycle Q Clear(g_c), s 3.0 4.5 8.8 1.1 2.2 4.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 211 188 1326 592 512 2578 V/C Ratio(X) 0.44 0.64 0.50 0.14 0.17 0.31 Avail Cap(c_a), veh/h 491 437 1326 592 512 2578 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.5 25.1 14.1 3.9 15.7 2.5 Incr Delay (d2), s/veh 1.4 3.7 1.4 0.5 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 1.6 2.9 0.6 0.7 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.9 28.8 15.5 4.4 15.8 2.9 LnGrp LOS C C BABA Approach Vol, veh/h 214 748 892 Approach Delay, s/veh 27.5 14.3 4.1 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 21.7 27.0 48.7 11.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 22.5 23.0 16.5 Max Q Clear Time (g_c+I1), s 4.2 10.8 6.7 6.5 Green Ext Time (p_c), s 0.0 3.3 4.5 0.4 Intersection Summary HCM 6th Ctrl Delay 10.9 HCM 6th LOS B Notes User approved ignoring U-Turning movement. 6.9-176 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)24 329 494 51 206 134 386 519 100 108 400 18 Future Volume (vph)24 329 494 51 206 134 386 519 100 108 400 18 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-177 HCM 6th AWSC EAPC (2026) PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 231 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 329 494 51 206 134 386 519 100 108 400 18 Future Vol, veh/h 24 329 494 51 206 134 386 519 100 108 400 18 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 27 370 555 57 231 151 434 583 112 121 449 20 Number of Lanes 1 20120120120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 3 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 3 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 3 3 3 3 HCM Control Delay 461.4 39.2 192.9 75.2 HCM LOS F E F F Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %0% 100% 63% 0% 100% 18% 0% 100% 34% 0% 100% 88% Vol Right, %0% 0% 37% 0% 0% 82% 0% 0% 66% 0% 0% 12% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 386 346 273 24 219 604 51 137 203 108 267 151 LT Vol 386 0 0 24 0 0 51 0 0 108 0 0 Through Vol 0 346 173 0 219 110 0 137 69 0 267 133 RT Vol 0 0 100 0 0 494 0 0 134 0 0 18 Lane Flow Rate 434 389 307 27 246 678 57 154 228 121 300 170 Geometry Grp 888888888888 Degree of Util (X) 1.488 1.282 0.99 0.1 0.876 2.304 0.217 0.562 0.801 0.45 1.071 0.604 Departure Headway (Hd) 13.63713.137 12.8813.52213.02212.44913.13812.63812.17514.51614.01613.932 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 269 280 285 267 281 298 275 287 298 250 261 260 Service Time 11.33710.837 10.5811.22210.72210.14910.83810.338 9.87512.21611.71611.632 HCM Lane V/C Ratio 1.613 1.389 1.077 0.101 0.875 2.275 0.207 0.537 0.765 0.484 1.149 0.654 HCM Control Delay 271.7 187 89.1 17.7 64.7 623.2 19.4 30.4 50.1 28.6 116.4 35.8 HCM Lane LOS F F F C F F C D F D F E HCM 95th-tile Q 22.6 17.3 10 0.3 7.6 51.9 0.8 3.2 6.4 2.2 11.4 3.6 6.9-178 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)24 329 494 51 206 134 386 519 100 108 400 18 Future Volume (vph)24 329 494 51 206 134 386 519 100 108 400 18 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 0 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 Detector Phase 7 4 38852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)12.0 44.0 14.4 46.4 46.4 28.2 40.6 40.6 21.0 33.4 Total Split (%)10.0% 36.7% 12.0% 38.7% 38.7% 23.5% 33.8% 33.8% 17.5% 27.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 6.9-179 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 3: Madison St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 329 494 51 206 134 386 519 100 108 400 18 Future Volume (veh/h) 24 329 494 51 206 134 386 519 100 108 400 18 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 27 370 555 57 231 151 434 583 112 121 449 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 60 569 508 86 1191 531 504 1337 596 147 1085 48 Arrive On Green 0.03 0.33 0.33 0.05 0.34 0.34 0.15 0.39 0.39 0.08 0.32 0.32 Sat Flow, veh/h 1734 1730 1543 1734 3460 1543 3365 3460 1543 1734 3374 150 Grp Volume(v), veh/h 27 370 555 57 231 151 434 583 112 121 230 239 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1794 Q Serve(g_s), s 1.8 21.9 39.5 3.9 5.6 8.5 15.1 14.9 5.8 8.2 12.5 12.5 Cycle Q Clear(g_c), s 1.8 21.9 39.5 3.9 5.6 8.5 15.1 14.9 5.8 8.2 12.5 12.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 60 569 508 86 1191 531 504 1337 596 147 556 577 V/C Ratio(X) 0.45 0.65 1.09 0.66 0.19 0.28 0.86 0.44 0.19 0.82 0.41 0.41 Avail Cap(c_a), veh/h 108 569 508 143 1208 539 665 1337 596 238 556 577 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.8 34.3 40.3 56.0 27.7 28.6 49.8 27.2 24.4 54.0 31.9 31.9 Incr Delay (d2), s/veh 4.4 2.2 64.6 8.4 0.1 0.3 8.8 1.0 0.7 11.3 2.3 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 9.0 23.0 1.8 2.2 3.0 6.7 6.0 2.1 3.9 5.3 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.2 36.6 104.8 64.4 27.7 28.9 58.6 28.2 25.1 65.3 34.1 34.1 LnGrp LOS E D F E C C E C C E C C Approach Vol, veh/h 952 439 1129 590 Approach Delay, s/veh 77.0 32.9 39.6 40.5 Approach LOS E C D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.7 50.9 10.5 44.0 22.5 43.1 8.7 45.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 16.5 36.1 9.9 39.5 23.7 28.9 7.5 41.9 Max Q Clear Time (g_c+I1), s 10.2 16.9 5.9 41.5 17.1 14.5 3.8 10.5 Green Ext Time (p_c), s 0.1 3.7 0.0 0.0 0.9 2.0 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 50.3 HCM 6th LOS D 6.9-180 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)86 547 100 43 497 70 128 444 57 79 379 77 Future Volume (vph)86 547 100 43 497 70 128 444 57 79 379 77 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)22.0 48.0 48.0 17.0 43.0 43.0 18.0 41.0 41.0 14.0 37.0 37.0 Total Split (%)18.3% 40.0% 40.0% 14.2% 35.8% 35.8% 15.0% 34.2% 34.2% 11.7% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 6.9-181 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 86 547 100 43 497 70 128 444 57 79 379 77 Future Volume (veh/h) 86 547 100 43 497 70 128 444 57 79 379 77 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 100 636 116 50 578 81 149 516 66 92 441 90 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 125 1533 684 82 1448 646 207 1052 469 187 1032 460 Arrive On Green 0.07 0.44 0.44 0.05 0.42 0.42 0.06 0.30 0.30 0.06 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 100 636 116 50 578 81 149 516 66 92 441 90 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 6.8 15.1 5.4 3.4 14.0 3.9 5.2 14.6 3.7 3.2 12.3 5.2 Cycle Q Clear(g_c), s 6.8 15.1 5.4 3.4 14.0 3.9 5.2 14.6 3.7 3.2 12.3 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 125 1533 684 82 1448 646 207 1052 469 187 1032 460 V/C Ratio(X) 0.80 0.42 0.17 0.61 0.40 0.13 0.72 0.49 0.14 0.49 0.43 0.20 Avail Cap(c_a), veh/h 253 1533 684 181 1448 646 379 1052 469 266 1032 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.9 22.8 20.1 56.1 24.4 21.4 55.3 34.1 30.3 55.0 33.9 31.4 Incr Delay (d2), s/veh 11.3 0.8 0.5 7.1 0.8 0.4 4.7 1.6 0.6 2.0 1.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 6.0 1.9 1.6 5.5 1.4 2.3 6.1 1.4 1.4 5.1 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.1 23.6 20.7 63.2 25.2 21.8 60.0 35.8 31.0 57.0 35.1 32.3 LnGrp LOS E C C E C C E D C E D C Approach Vol, veh/h 852 709 731 623 Approach Delay, s/veh 28.2 27.5 40.3 38.0 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.2 41.0 10.2 57.6 11.9 40.3 13.1 54.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 36.5 12.5 43.5 13.5 32.5 17.5 38.5 Max Q Clear Time (g_c+I1), s 5.2 16.6 5.4 17.1 7.2 14.3 8.8 16.0 Green Ext Time (p_c), s 0.1 3.1 0.0 4.5 0.2 2.6 0.1 3.6 Intersection Summary HCM 6th Ctrl Delay 33.1 HCM 6th LOS C 6.9-182 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 498 173 55 427 77 142 516 44 73 363 115 Future Volume (vph) 111 498 173 55 427 77 142 516 44 73 363 115 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2684 Detector Phase 522166388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)26.0 45.0 45.0 19.0 38.0 38.0 19.0 41.0 41.0 15.0 37.0 37.0 Total Split (%)21.7% 37.5% 37.5% 15.8% 31.7% 31.7% 15.8% 34.2% 34.2% 12.5% 30.8% 30.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 64.5 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 6.9-183 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 111 498 173 55 427 77 142 516 44 73 363 115 Future Volume (veh/h) 111 498 173 55 427 77 142 516 44 73 363 115 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 117 524 182 58 449 81 149 543 46 77 382 121 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 144 1530 682 87 1416 631 207 1052 469 181 1026 457 Arrive On Green 0.08 0.44 0.44 0.05 0.41 0.41 0.06 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 117 524 182 58 449 81 149 543 46 77 382 121 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 8.0 11.9 9.0 3.9 10.6 3.9 5.2 15.5 2.6 2.7 10.5 7.2 Cycle Q Clear(g_c), s 8.0 11.9 9.0 3.9 10.6 3.9 5.2 15.5 2.6 2.7 10.5 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 144 1530 682 87 1416 631 207 1052 469 181 1026 457 V/C Ratio(X) 0.81 0.34 0.27 0.67 0.32 0.13 0.72 0.52 0.10 0.42 0.37 0.26 Avail Cap(c_a), veh/h 311 1530 682 210 1416 631 407 1052 469 294 1026 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.1 22.0 21.2 56.0 24.1 22.1 55.3 34.5 29.9 55.0 33.4 32.2 Incr Delay (d2), s/veh 10.5 0.6 1.0 8.6 0.6 0.4 4.6 1.8 0.4 1.6 1.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 4.8 3.2 1.9 4.2 1.4 2.3 6.5 1.0 1.1 4.4 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.6 22.6 22.1 64.7 24.7 22.5 59.9 36.3 30.4 56.5 34.4 33.6 LnGrp LOS E C C E C C E D C E C C Approach Vol, veh/h 823 588 738 580 Approach Delay, s/veh 28.5 28.3 40.7 37.2 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.5 57.6 11.9 40.1 14.4 53.6 11.0 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 40.5 14.5 32.5 21.5 33.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 5.9 13.9 7.2 12.5 10.0 12.6 4.7 17.5 Green Ext Time (p_c), s 0.1 3.9 0.2 2.4 0.2 2.8 0.1 3.2 Intersection Summary HCM 6th Ctrl Delay 33.6 HCM 6th LOS C 6.9-184 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 580 6 252 53 745 305 2 Future Volume (vph)31 24 2 34 10 580 6 252 53 745 305 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-185 HCM 6th AWSC EAPC (2026) PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 296 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 24 2 34 10 580 6 252 53 745 305 2 Future Vol, veh/h 31 24 2 34 10 580 6 252 53 745 305 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222 Mvmt Flow 38 29 2 41 12 707 7 307 65 909 372 2 Number of Lanes 1 20111020120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 3 3 HCM Control Delay 17.4 274.9 23.7 404.2 HCM LOS C F C F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %5% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %95% 70% 0% 100% 80% 0% 100% 0% 0% 100% 98% Vol Right, %0% 30% 0% 0% 20% 0% 0% 100% 0% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 132 179 31 16 10 34 10 580 745 203 104 LT Vol 6 0 31 0 0 34 0 0 745 0 0 Through Vol 126 126 0 16 8 0 10 0 0 203 102 RT Vol 05300200580002 Lane Flow Rate 161 218 38 20 12 41 12 707 909 248 126 Geometry Grp 88888888888 Degree of Util (X) 0.407 0.539 0.114 0.056 0.035 0.106 0.029 1.575 2.183 0.562 0.286 Departure Headway (Hd) 11.11410.88413.70513.17313.02410.69810.185 9.467 9.789 9.282 9.268 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 327 334 263 274 277 337 354 389 382 392 391 Service Time 8.814 8.58411.40510.87310.724 8.398 7.885 7.167 7.489 6.982 6.968 HCM Lane V/C Ratio 0.492 0.653 0.144 0.073 0.043 0.122 0.034 1.817 2.38 0.633 0.322 HCM Control Delay 21.2 25.6 18.2 16.7 16.2 14.7 13.2 294.7 562.3 23.2 15.6 HCM Lane LOS CDCCCBBFFCC HCM 95th-tile Q 1.9 3 0.4 0.2 0.1 0.4 0.1 33.9 59.4 3.3 1.2 6.9-186 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 10 580 6 252 53 745 305 2 Future Volume (vph)31 24 2 34 10 580 6 252 53 745 305 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 2 1 0 0 0 2 1 Taper Length (ft)0 110 25 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Turn Type Perm NA Perm NA pm+ov Split NA Split NA Perm Protected Phases 2 6488 44 Permitted Phases 2 6 6 4 Detector Phase 2 2 66488 444 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)26.0 26.0 26.0 26.0 66.0 28.0 28.0 66.0 66.0 66.0 Total Split (%)21.7% 21.7% 21.7% 21.7% 55.0% 23.3% 23.3% 55.0% 55.0% 55.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode C-Max C-Max None None Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 6.9-187 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 6: Jefferson St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 34 10 580 6 252 53 745 305 2 Future Volume (veh/h) 31 24 2 34 10 580 6 252 53 745 305 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 29 2 41 12 707 7 307 65 909 372 2 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222222222 Cap, veh/h 187 589 40 297 326 1067 12 555 123 1724 1773 791 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.20 0.20 0.20 0.51 0.51 0.51 Sat Flow, veh/h 733 3287 224 1378 1821 1543 63 2835 628 3365 3460 1543 Grp Volume(v), veh/h 38 15 16 41 12 707 202 0 177 909 372 2 Grp Sat Flow(s),veh/h/ln 733 1730 1781 1378 1821 1543 1818 0 1708 1682 1730 1543 Q Serve(g_s), s 5.4 0.9 0.9 3.0 0.7 21.5 12.1 0.0 11.1 21.7 7.0 0.1 Cycle Q Clear(g_c), s 6.1 0.9 0.9 3.9 0.7 21.5 12.1 0.0 11.1 21.7 7.0 0.1 Prop In Lane 1.00 0.13 1.00 1.00 0.03 0.37 1.00 1.00 Lane Grp Cap(c), veh/h 187 310 319 297 326 1067 356 0 335 1724 1773 791 V/C Ratio(X) 0.20 0.05 0.05 0.14 0.04 0.66 0.57 0.00 0.53 0.53 0.21 0.00 Avail Cap(c_a), veh/h 187 310 319 297 326 1067 356 0 335 1724 1773 791 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.79 0.79 0.79 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.2 40.8 40.8 42.4 40.7 9.0 43.7 0.0 43.3 19.5 16.0 14.3 Incr Delay (d2), s/veh 2.4 0.3 0.3 0.2 0.0 1.2 6.4 0.0 5.9 1.2 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.4 0.4 1.0 0.3 21.1 5.8 0.0 5.0 7.9 2.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.6 41.1 41.1 42.6 40.7 10.2 50.1 0.0 49.2 20.7 16.2 14.3 LnGrp LOS DDDDDBDADCBB Approach Vol, veh/h 69 760 379 1283 Approach Delay, s/veh 43.6 12.5 49.7 19.4 Approach LOS D B D B Timer - Assigned Phs 2468 Phs Duration (G+Y+Rc), s 26.0 66.0 26.0 28.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 61.5 21.5 23.5 Max Q Clear Time (g_c+I1), s 8.1 23.7 23.5 14.1 Green Ext Time (p_c), s 0.2 6.3 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 22.6 HCM 6th LOS C 6.9-188 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 108 425 364 31 468 334 253 719 77 200 766 155 Future Volume (vph) 108 425 364 31 468 334 253 719 77 200 766 155 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 6.9-189 HCM 6th Roundabout EAPC (2026) PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 231.2 Intersection LOS F Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 964 895 1128 1206 Demand Flow Rate, veh/h 983 913 1150 1229 Vehicles Circulating, veh/h 1093 1183 803 824 Vehicles Exiting, veh/h 790 685 874 906 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 102.9 113.9 335.7 323.1 Approach LOS FFFF Lane Left Bypass Left Bypass Left Bypass Left Bypass Designated Moves LT R LT R LT R LT R Assumed Moves LT R LT R LT R LT R RT Channelized Free Free Free Free Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 399 4.976 366 4.976 85 4.976 170 Entry Flow, veh/h 584 1887 547 1887 1065 1887 1059 1887 Cap Entry Lane, veh/h 453 0.980 413 0.980 608 0.980 595 0.980 Entry HV Adj Factor 0.981 391 0.980 359 0.981 83 0.981 167 Flow Entry, veh/h 573 1850 536 1850 1045 1850 1039 1850 Cap Entry, veh/h 444 0.211 405 0.194 597 0.045 584 0.090 V/C Ratio 1.290 0.0 1.325 0.0 1.751 0.0 1.778 0.0 Control Delay, s/veh 173.2 A 190.1 A 362.3 A 375.0 A LOS F1F1F0F0 95th %tile Queue, veh 25 25 62 63 6.9-190 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 2 21 9 1 42 3 1176 7 23 1181 68 Future Volume (vph)66 2 21 9 1 42 3 1176 7 23 1181 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 6.9-191 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 2 21 9 1 42 3 1176 7 23 1181 68 Future Volume (veh/h) 66 2 21 9 1 42 3 1176 7 23 1181 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 69 2 22 9 1 44 3 1238 7 24 1243 72 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 73 1 524 66 4 524 17 2260 13 96 2349 136 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.01 0.44 0.44 0.02 0.16 0.16 Sat Flow, veh/h 41 4 1543 27 13 1543 1734 5102 29 1734 4807 278 Grp Volume(v), veh/h 71 0 22 10 0 44 3 804 441 24 857 458 Grp Sat Flow(s),veh/h/ln 44 0 1543 40 0 1543 1734 1657 1816 1734 1657 1771 Q Serve(g_s), s 1.2 0.0 1.1 0.6 0.0 2.3 0.2 21.4 21.4 1.6 28.5 28.5 Cycle Q Clear(g_c), s 40.7 0.0 1.1 40.4 0.0 2.3 0.2 21.4 21.4 1.6 28.5 28.5 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.02 1.00 0.16 Lane Grp Cap(c), veh/h 74 0 524 71 0 524 17 1468 805 96 1619 865 V/C Ratio(X) 0.96 0.00 0.04 0.14 0.00 0.08 0.18 0.55 0.55 0.25 0.53 0.53 Avail Cap(c_a), veh/h 89 0 540 86 0 540 173 1468 805 173 1619 865 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.68 0.68 0.68 Uniform Delay (d), s/veh 59.4 0.0 26.6 45.9 0.0 27.0 59.0 24.6 24.6 56.5 37.7 37.7 Incr Delay (d2), s/veh 81.4 0.0 0.1 1.9 0.0 0.1 10.9 1.5 2.7 2.0 0.8 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 0.4 0.3 0.0 0.9 0.1 8.0 9.1 0.7 12.7 13.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 140.7 0.0 26.6 47.8 0.0 27.1 69.8 26.1 27.3 58.4 38.5 39.3 LnGrp LOS F A C D A C E C C E D D Approach Vol, veh/h 93 54 1248 1339 Approach Delay, s/veh 113.7 30.9 26.6 39.1 Approach LOS F C C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.6 60.0 47.4 7.1 65.5 47.4 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 3.6 23.4 42.7 2.2 30.5 42.4 Green Ext Time (p_c), s 0.0 13.7 0.0 0.0 11.1 0.0 Intersection Summary HCM 6th Ctrl Delay 35.8 HCM 6th LOS D 6.9-192 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 404 146 153 369 214 140 1042 102 303 966 239 Future Volume (vph) 362 404 146 153 369 214 140 1042 102 303 966 239 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 36.5 36.5 25.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 30.4% 30.4% 20.8% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.9-193 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 404 146 153 369 214 140 1042 102 303 966 239 Future Volume (veh/h) 362 404 146 153 369 214 140 1042 102 303 966 239 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 416 151 158 380 221 144 1074 105 312 996 246 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 311 576 257 431 430 364 172 1293 401 336 1297 403 Arrive On Green 0.18 0.17 0.17 0.25 0.24 0.24 0.03 0.09 0.09 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 1821 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 416 151 158 380 221 144 1074 105 312 996 246 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 21.5 13.7 8.1 9.0 24.2 11.1 9.9 25.5 3.9 11.0 22.2 10.2 Cycle Q Clear(g_c), s 21.5 13.7 8.1 9.0 24.2 11.1 9.9 25.5 3.9 11.0 22.2 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 311 576 257 431 430 364 172 1293 401 336 1297 403 V/C Ratio(X) 1.20 0.72 0.59 0.37 0.88 0.61 0.84 0.83 0.26 0.93 0.77 0.61 Avail Cap(c_a), veh/h 311 836 373 431 470 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.3 47.4 25.7 37.3 44.3 21.3 57.1 52.3 11.6 53.6 41.0 14.3 Incr Delay (d2), s/veh 117.0 7.6 9.5 0.2 22.5 7.3 25.7 4.3 0.5 30.6 2.8 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.0 6.3 3.6 3.8 13.2 4.6 5.6 11.7 2.9 5.9 8.9 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 166.3 55.0 35.2 37.5 66.7 28.6 82.8 56.5 12.0 84.1 43.8 17.2 LnGrp LOS F E D D E C F E B F D B Approach Vol, veh/h 940 759 1323 1554 Approach Delay, s/veh 96.0 49.6 55.9 47.7 Approach LOS F D E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 38.7 35.8 27.5 17.9 38.8 27.5 35.8 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 19.0 29.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 13.0 27.5 11.0 15.7 11.9 24.2 23.5 26.2 Green Ext Time (p_c), s 0.0 3.7 0.1 4.3 0.0 5.5 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 60.3 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. 6.9-194 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 9: Jefferson St. & Avenue 50 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 404 146 153 369 214 140 1042 102 303 966 239 Future Volume (vph) 362 404 146 153 369 214 140 1042 102 303 966 239 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 1 1 1 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)23.0 36.5 36.5 25.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (%)19.2% 30.4% 30.4% 20.8% 32.1% 32.1% 15.0% 33.8% 33.8% 15.0% 33.8% 33.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 6.9-195 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 9: Jefferson St. & Avenue 50 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 404 146 153 369 214 140 1042 102 303 966 239 Future Volume (veh/h) 362 404 146 153 369 214 140 1042 102 303 966 239 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 373 416 151 158 380 221 144 1074 105 312 996 246 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 436 576 257 431 566 252 172 1293 401 336 1297 403 Arrive On Green 0.25 0.17 0.17 0.25 0.16 0.16 0.03 0.09 0.09 0.10 0.26 0.26 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 373 416 151 158 380 221 144 1074 105 312 996 246 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 24.6 13.7 8.1 9.0 12.4 12.5 9.9 25.5 3.9 11.0 22.2 8.5 Cycle Q Clear(g_c), s 24.6 13.7 8.1 9.0 12.4 12.5 9.9 25.5 3.9 11.0 22.2 8.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 436 576 257 431 566 252 172 1293 401 336 1297 403 V/C Ratio(X) 0.86 0.72 0.59 0.37 0.67 0.88 0.84 0.83 0.26 0.93 0.77 0.61 Avail Cap(c_a), veh/h 436 836 373 431 894 399 173 1367 424 336 1367 424 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.8 47.4 25.7 37.3 47.2 27.3 57.1 52.3 11.6 53.6 41.0 10.0 Incr Delay (d2), s/veh 15.0 7.6 9.5 0.2 6.2 32.0 25.7 4.3 0.5 30.6 2.8 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.9 6.3 3.6 3.8 5.7 6.7 5.6 11.7 2.9 5.9 8.9 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.8 55.0 35.2 37.5 53.4 59.3 82.8 56.5 12.0 84.1 43.8 12.9 LnGrp LOS E E D D D E F E B F D B Approach Vol, veh/h 940 759 1323 1554 Approach Delay, s/veh 52.9 51.8 55.9 47.0 Approach LOS D D E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 38.7 35.8 27.5 17.9 38.8 36.2 27.1 Change Period (Y+Rc), s 6.0 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 12.0 33.0 19.0 29.0 12.0 33.0 17.0 31.0 Max Q Clear Time (g_c+I1), s 13.0 27.5 11.0 15.7 11.9 24.2 26.6 14.5 Green Ext Time (p_c), s 0.0 3.7 0.1 4.3 0.0 5.5 0.0 5.1 Intersection Summary HCM 6th Ctrl Delay 51.6 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 6.9-196 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)48 47 66 173 320 70 Future Volume (vph)48 47 66 173 320 70 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 40 Link Distance (ft)1772 661 437 Travel Time (s)30.2 11.3 7.4 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Shared Lane Traffic (%) Sign Control Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-197 HCM 6th AWSC EAPC (2026) PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 14.8 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 48 47 66 173 320 70 Future Vol, veh/h 48 47 66 173 320 70 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, %222222 Mvmt Flow 59 57 80 211 390 85 Number of Lanes 011111 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 2 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB EB Conflicting Lanes Right 0 2 1 HCM Control Delay 10.9 10.5 18.4 HCM LOS B B C Lane EBLn1 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, %51% 0% 0% 100% 0% Vol Thru, %49% 100% 0% 0% 0% Vol Right, % 0% 0% 100% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 95 66 173 320 70 LT Vol 48 0 0 320 0 Through Vol 47 66 0 0 0 RT Vol 0 0 173 0 70 Lane Flow Rate 116 80 211 390 85 Geometry Grp 47777 Degree of Util (X) 0.202 0.138 0.319 0.67 0.118 Departure Headway (Hd)6.274 6.159 5.449 6.184 4.975 Convergence, Y/N Yes Yes Yes Yes Yes Cap 572 583 660 585 722 Service Time 4.309 3.891 3.182 3.905 2.696 HCM Lane V/C Ratio 0.203 0.137 0.32 0.667 0.118 HCM Control Delay 10.9 9.9 10.7 20.6 8.4 HCM Lane LOS B A B C A HCM 95th-tile Q 0.7 0.5 1.4 5 0.4 6.9-198 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)48 171 151 21 99 131 99 330 15 204 416 48 Future Volume (vph)48 171 151 21 99 131 99 330 15 204 416 48 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-199 HCM 6th AWSC EAPC (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 93.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 48 171 151 21 99 131 99 330 15 204 416 48 Future Vol, veh/h 48 171 151 21 99 131 99 330 15 204 416 48 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %222222222222 Mvmt Flow 55 194 172 24 113 149 113 375 17 232 473 55 Number of Lanes 011010110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3221 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2312 HCM Control Delay 34.3 54.3 104.8 133.9 HCM LOS D F F F Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, %100% 0% 22% 0% 8% 100% 0% 0% Vol Thru, %0% 96% 78% 0% 39% 0% 100% 0% Vol Right, %0% 4% 0% 100% 52% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 99 345 219 151 251 204 416 48 LT Vol 99 0 48 0 21 204 0 0 Through Vol 0 330 171 0 99 0 416 0 RT Vol 0 15 0 151 131 0 0 48 Lane Flow Rate 112 392 249 172 285 232 473 55 Geometry Grp 88888888 Degree of Util (X) 0.345 1.145 0.744 0.475 0.844 0.684 1.33 0.143 Departure Headway (Hd)11.707 11.142 11.763 10.909 11.604 11.101 10.575 9.838 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 309 329 309 333 314 327 350 367 Service Time 9.407 8.842 9.463 8.609 9.304 8.801 8.275 7.538 HCM Lane V/C Ratio 0.362 1.191 0.806 0.517 0.908 0.709 1.351 0.15 HCM Control Delay 20.4 129 42 23.1 54.3 34.7 196.3 14.2 HCM Lane LOS C F E C F D F B HCM 95th-tile Q 1.5 15.1 5.6 2.4 7.3 4.7 21.8 0.5 6.9-200 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)48 171 151 21 99 131 99 330 15 204 416 48 Future Volume (vph)48 171 151 21 99 131 99 330 15 204 416 48 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 6 Detector Phase 44488 52 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)39.0 39.0 39.0 39.0 39.0 21.0 48.0 33.0 60.0 60.0 Total Split (%)32.5% 32.5% 32.5% 32.5% 32.5% 17.5% 40.0% 27.5% 50.0% 50.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 6.9-201 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 48 171 151 21 99 131 99 330 15 204 416 48 Future Volume (veh/h) 48 171 151 21 99 131 99 330 15 204 416 48 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 55 194 172 24 112 149 112 375 17 232 473 55 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 85 267 421 43 138 162 138 801 36 263 975 826 Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.08 0.46 0.46 0.15 0.54 0.54 Sat Flow, veh/h 177 979 1543 38 504 593 1734 1729 78 1734 1821 1543 Grp Volume(v), veh/h 249 0 172 285 0 0 112 0 392 232 473 55 Grp Sat Flow(s),veh/h/ln 1156 0 1543 1135 0 0 1734 0 1807 1734 1821 1543 Q Serve(g_s), s 0.0 0.0 10.9 7.0 0.0 0.0 7.6 0.0 17.8 15.7 19.6 2.1 Cycle Q Clear(g_c), s 23.4 0.0 10.9 30.4 0.0 0.0 7.6 0.0 17.8 15.7 19.6 2.1 Prop In Lane 0.22 1.00 0.08 0.52 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 352 0 421 342 0 0 138 0 837 263 975 826 V/C Ratio(X) 0.71 0.00 0.41 0.83 0.00 0.00 0.81 0.00 0.47 0.88 0.49 0.07 Avail Cap(c_a), veh/h 375 0 444 365 0 0 238 0 837 412 975 826 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 0.0 35.7 41.0 0.0 0.0 54.4 0.0 22.1 49.9 17.5 13.4 Incr Delay (d2), s/veh 5.6 0.0 0.6 14.4 0.0 0.0 11.0 0.0 1.9 13.1 1.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 0.0 4.1 9.4 0.0 0.0 3.6 0.0 7.5 7.5 7.9 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.2 0.0 36.3 55.4 0.0 0.0 65.3 0.0 24.0 63.0 19.2 13.6 LnGrp LOS D A D EAAEACEBB Approach Vol, veh/h 421 285 504 760 Approach Delay, s/veh 41.0 55.4 33.2 32.2 Approach LOS D E C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.7 60.1 37.2 14.0 68.7 37.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 28.5 43.5 34.5 16.5 55.5 34.5 Max Q Clear Time (g_c+I1), s 17.7 19.8 25.4 9.6 21.6 32.4 Green Ext Time (p_c), s 0.4 2.1 1.3 0.1 2.9 0.3 Intersection Summary HCM 6th Ctrl Delay 37.7 HCM 6th LOS D 6.9-202 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)90 171 62 66 150 62 88 465 72 53 537 98 Future Volume (vph)90 171 62 66 150 62 88 465 72 53 537 98 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 0 0 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-203 HCM 6th AWSC EAPC (2026) PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 398.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 90 171 62 66 150 62 88 465 72 53 537 98 Future Vol, veh/h 90 171 62 66 150 62 88 465 72 53 537 98 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 120 228 83 88 200 83 117 620 96 71 716 131 Number of Lanes 010010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1121 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1211 HCM Control Delay 143.2 99.8 591.4 464.8 HCM LOS FFFF Lane NBLn1 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %14% 28% 24% 9% 0% Vol Thru, %74% 53% 54% 91% 0% Vol Right, % 12% 19% 22% 0% 100% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 625 323 278 590 98 LT Vol 88 90 66 53 0 Through Vol 465 171 150 537 0 RT Vol 72 62 62 0 98 Lane Flow Rate 833 431 371 787 131 Geometry Grp 52277 Degree of Util (X) 2.232 1.139 0.982 2.109 0.323 Departure Headway (Hd)12.392 15.234 16.191 13.071 12.277 Convergence, Y/N Yes Yes Yes Yes Yes Cap 300 241 226 291 295 Service Time 10.392 13.234 14.191 10.771 9.977 HCM Lane V/C Ratio 2.777 1.788 1.642 2.704 0.444 HCM Control Delay 591.4 143.2 99.8 538.6 20.7 HCM Lane LOS FFFFC HCM 95th-tile Q 49.6 12.3 8.8 43.2 1.4 6.9-204 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)90 171 62 66 150 62 88 465 72 53 537 98 Future Volume (vph)90 171 62 66 150 62 88 465 72 53 537 98 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 5266 913 1519 Travel Time (s)9.1 119.7 12.5 20.7 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)34.0 34.0 34.0 34.0 16.0 73.4 12.6 70.0 Total Split (%)28.3% 28.3% 28.3% 28.3% 13.3% 61.2% 10.5% 58.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 6.9-205 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 12: Monroe St. & Avenue 58 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 171 62 66 150 62 88 465 72 53 537 98 Future Volume (veh/h) 90 171 62 66 150 62 88 465 72 53 537 98 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 120 228 83 88 200 83 117 620 96 71 716 131 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 168 313 114 147 301 125 142 907 140 92 839 153 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.08 0.59 0.59 0.05 0.56 0.56 Sat Flow, veh/h 1096 1274 464 1068 1222 507 1734 1540 238 1734 1498 274 Grp Volume(v), veh/h 120 0 311 88 0 283 117 0 716 71 0 847 Grp Sat Flow(s),veh/h/ln 1096 0 1738 1068 0 1730 1734 0 1778 1734 0 1772 Q Serve(g_s), s 11.8 0.0 19.7 9.8 0.0 17.7 8.0 0.0 33.3 4.9 0.0 48.4 Cycle Q Clear(g_c), s 29.5 0.0 19.7 29.5 0.0 17.7 8.0 0.0 33.3 4.9 0.0 48.4 Prop In Lane 1.00 0.27 1.00 0.29 1.00 0.13 1.00 0.15 Lane Grp Cap(c), veh/h 168 0 427 147 0 425 142 0 1047 92 0 992 V/C Ratio(X) 0.72 0.00 0.73 0.60 0.00 0.67 0.83 0.00 0.68 0.77 0.00 0.85 Avail Cap(c_a), veh/h 168 0 427 147 0 425 166 0 1047 117 0 992 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.7 0.0 41.6 55.2 0.0 40.8 54.3 0.0 17.0 56.1 0.0 22.3 Incr Delay (d2), s/veh 13.5 0.0 6.2 6.5 0.0 3.9 24.6 0.0 3.6 21.3 0.0 9.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 0.0 8.8 2.9 0.0 8.0 4.3 0.0 12.9 2.6 0.0 20.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.2 0.0 47.7 61.7 0.0 44.7 78.8 0.0 20.6 77.4 0.0 31.5 LnGrp LOS E A D E A D E A C E A C Approach Vol, veh/h 431 371 833 918 Approach Delay, s/veh 53.4 48.7 28.8 35.1 Approach LOS DDCD Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.8 75.2 34.0 14.3 71.7 34.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.1 68.9 29.5 11.5 65.5 29.5 Max Q Clear Time (g_c+I1), s 6.9 35.3 31.5 10.0 50.4 31.5 Green Ext Time (p_c), s 0.0 5.0 0.0 0.0 5.0 0.0 Intersection Summary HCM 6th Ctrl Delay 38.1 HCM 6th LOS D 6.9-206 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)10 111 30 72 121 66 28 487 65 67 578 19 Future Volume (vph)10 111 30 72 121 66 28 487 65 67 578 19 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-207 HCM 6th AWSC EAPC (2026) PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh132.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 111 30 72 121 66 28 487 65 67 578 19 Future Vol, veh/h 10 111 30 72 121 66 28 487 65 67 578 19 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 128 34 83 139 76 32 560 75 77 664 22 Number of Lanes 1 11010110120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 3 3 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 2 3 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 3 1 3 HCM Control Delay 17.2 42.6 283.5 62.5 HCM LOS C E F F Lane NBLn1NBLn2EBLn1EBLn2EBLn3WBLn1SBLn1SBLn2SBLn3 Vol Left, %100% 0% 100% 0% 0% 28% 100% 0% 0% Vol Thru, %0% 88% 0% 100% 0% 47% 0% 100% 91% Vol Right, %0% 12% 0% 0% 100% 25% 0% 0% 9% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 28 552 10 111 30 259 67 385 212 LT Vol 28 0 10 0 0 72 67 0 0 Through Vol 0 487 0 111 0 121 0 385 193 RT Vol 0 65 0 0 30 66 0 0 19 Lane Flow Rate 32 634 11 128 34 298 77 443 243 Geometry Grp 887778888 Degree of Util (X) 0.085 1.583 0.031 0.331 0.083 0.782 0.193 1.048 0.571 Departure Headway (Hd) 9.799 9.19411.17210.641 9.896 10.610.234 9.709 9.643 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 368 400 322 341 364 345 353 376 377 Service Time 7.499 6.894 8.872 8.341 7.596 8.3 7.934 7.409 7.343 HCM Lane V/C Ratio 0.087 1.585 0.034 0.375 0.093 0.864 0.218 1.178 0.645 HCM Control Delay 13.4 297.2 14.2 18.5 13.5 42.6 15.4 91.7 24.4 HCM Lane LOS B F B C B E C F C HCM 95th-tile Q 0.3 35.1 0.1 1.4 0.3 6.4 0.7 13.2 3.4 6.9-208 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 13: Monroe St. & Airport Bl.With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)10 111 30 72 121 66 28 487 65 67 578 19 Future Volume (vph)10 111 30 72 121 66 28 487 65 67 578 19 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 0 0 1 0 1 1 Taper Length (ft)60 25 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Prot NA Prot NA Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 6 Detector Phase 44488 52 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)40.4 40.4 40.4 40.4 40.4 11.8 62.6 17.0 67.8 67.8 Total Split (%)33.7% 33.7% 33.7% 33.7% 33.7% 9.8% 52.2% 14.2% 56.5% 56.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 13: Monroe St. & Airport Bl. 6.9-209 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 13: Monroe St. & Airport Bl.With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 111 30 72 121 66 28 487 65 67 578 19 Future Volume (veh/h) 10 111 30 72 121 66 28 487 65 67 578 19 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 11 128 34 83 139 76 32 560 75 77 664 22 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %222222222222 Cap, veh/h 209 432 366 116 168 84 66 934 125 98 2117 944 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.04 0.59 0.59 0.06 0.61 0.61 Sat Flow, veh/h 1166 1821 1543 325 707 353 1734 1573 211 1734 3460 1543 Grp Volume(v), veh/h 11 128 34 298 0 0 32 0 635 77 664 22 Grp Sat Flow(s),veh/h/ln 1166 1821 1543 1385 0 0 1734 0 1783 1734 1730 1543 Q Serve(g_s), s 0.0 6.9 2.1 18.6 0.0 0.0 2.2 0.0 27.0 5.3 11.1 0.7 Cycle Q Clear(g_c), s 1.8 6.9 2.1 25.5 0.0 0.0 2.2 0.0 27.0 5.3 11.1 0.7 Prop In Lane 1.00 1.00 0.28 0.26 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 209 432 366 367 0 0 66 0 1059 98 2117 944 V/C Ratio(X) 0.05 0.30 0.09 0.81 0.00 0.00 0.48 0.00 0.60 0.79 0.31 0.02 Avail Cap(c_a), veh/h 281 545 462 462 0 0 106 0 1059 181 2117 944 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.98 0.98 0.98 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 37.5 35.7 45.5 0.0 0.0 56.5 0.0 15.4 55.9 11.2 9.2 Incr Delay (d2), s/veh 0.1 0.4 0.1 8.5 0.0 0.0 5.3 0.0 2.5 13.1 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.0 0.8 9.2 0.0 0.0 1.0 0.0 10.4 2.6 3.9 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.7 37.9 35.8 54.0 0.0 0.0 61.9 0.0 17.9 69.0 11.6 9.2 LnGrp LOS DDDD AAEABEBA Approach Vol, veh/h 173 298 667 763 Approach Delay, s/veh 37.3 54.0 20.0 17.3 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.3 75.8 33.0 9.1 77.9 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 58.1 35.9 7.3 63.3 35.9 Max Q Clear Time (g_c+I1), s 7.3 29.0 8.9 4.2 13.1 27.5 Green Ext Time (p_c), s 0.1 4.1 0.7 0.0 4.5 1.0 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C 6.9-210 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)89 288 133 38 209 66 81 534 39 94 492 45 Future Volume (vph)89 288 133 38 209 66 81 534 39 94 492 45 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft)100 25 25 25 Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-211 HCM 6th AWSC EAPC (2026) PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 304 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 89 288 133 38 209 66 81 534 39 94 492 45 Future Vol, veh/h 89 288 133 38 209 66 81 534 39 94 492 45 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %222222222222 Mvmt Flow 98 316 146 42 230 73 89 587 43 103 541 49 Number of Lanes 110010010011 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1221 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2121 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1212 HCM Control Delay 134 95.1 494.1 347.9 HCM LOS FFFF Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2 Vol Left, %12% 100% 0% 12% 16% 0% Vol Thru, %82% 0% 68% 67% 84% 0% Vol Right, % 6% 0% 32% 21% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 654 89 421 313 586 45 LT Vol 81 89 0 38 94 0 Through Vol 534 0 288 209 492 0 RT Vol 39 0 133 66 0 45 Lane Flow Rate 719 98 463 344 644 49 Geometry Grp 677677 Degree of Util (X) 2.01 0.275 1.207 0.967 1.735 0.122 Departure Headway (Hd)12.662 13.623 12.849 15.92 12.559 11.726 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 295 266 287 230 296 308 Service Time 10.662 11.323 10.549 13.92 10.259 9.426 HCM Lane V/C Ratio 2.437 0.368 1.613 1.496 2.176 0.159 HCM Control Delay 494.1 21.4 157.8 95.1 373.4 16 HCM Lane LOS F C F F F C HCM 95th-tile Q 41.1 1.1 15.5 8.6 32.1 0.4 6.9-212 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)89 288 133 38 209 66 81 534 39 94 492 45 Future Volume (vph)89 288 133 38 209 66 81 534 39 94 492 45 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)100 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%) Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)44.0 44.0 44.0 44.0 15.0 60.0 16.0 61.0 Total Split (%)36.7% 36.7% 36.7% 36.7% 12.5% 50.0% 13.3% 50.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 6.9-213 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 14: Monroe St. & Avenue 54 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 89 288 133 38 209 66 81 534 39 94 492 45 Future Volume (veh/h) 89 288 133 38 209 66 81 534 39 94 492 45 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 98 316 146 42 230 73 89 587 43 103 541 49 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %222222222222 Cap, veh/h 244 371 171 119 417 132 111 837 61 127 837 76 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.06 0.50 0.50 0.07 0.51 0.51 Sat Flow, veh/h 1076 1179 545 930 1325 421 1734 1676 123 1734 1645 149 Grp Volume(v), veh/h 98 0 462 42 0 303 89 0 630 103 0 590 Grp Sat Flow(s),veh/h/ln 1076 0 1723 930 0 1745 1734 0 1799 1734 0 1794 Q Serve(g_s), s 10.0 0.0 30.1 5.3 0.0 17.3 6.1 0.0 32.4 7.0 0.0 28.9 Cycle Q Clear(g_c), s 27.2 0.0 30.1 35.4 0.0 17.3 6.1 0.0 32.4 7.0 0.0 28.9 Prop In Lane 1.00 0.32 1.00 0.24 1.00 0.07 1.00 0.08 Lane Grp Cap(c), veh/h 244 0 543 119 0 550 111 0 899 127 0 912 V/C Ratio(X) 0.40 0.00 0.85 0.35 0.00 0.55 0.80 0.00 0.70 0.81 0.00 0.65 Avail Cap(c_a), veh/h 259 0 567 133 0 575 152 0 899 166 0 912 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.4 0.0 38.5 55.1 0.0 34.1 55.4 0.0 23.1 54.8 0.0 21.6 Incr Delay (d2), s/veh 1.1 0.0 11.5 1.8 0.0 1.0 18.9 0.0 4.5 20.0 0.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 13.6 1.3 0.0 7.1 3.2 0.0 13.6 3.7 0.0 12.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.4 0.0 50.0 56.8 0.0 35.1 74.3 0.0 27.7 74.8 0.0 25.1 LnGrp LOS D A D E A D E A C E A C Approach Vol, veh/h 560 345 719 693 Approach Delay, s/veh 49.4 37.8 33.4 32.5 Approach LOS DDCC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.3 64.4 42.3 12.2 65.5 42.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 55.5 39.5 10.5 56.5 39.5 Max Q Clear Time (g_c+I1), s 9.0 34.4 32.1 8.1 30.9 37.4 Green Ext Time (p_c), s 0.0 3.7 1.8 0.0 3.6 0.4 Intersection Summary HCM 6th Ctrl Delay 37.7 HCM 6th LOS D 6.9-214 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 442 92 68 440 124 64 531 78 128 493 97 Future Volume (vph) 116 442 92 68 440 124 64 531 78 128 493 97 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-215 HCM 6th AWSC EAPC (2026) PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\Unsig_Mod\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh338.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 116 442 92 68 440 124 64 531 78 128 493 97 Future Vol, veh/h 116 442 92 68 440 124 64 531 78 128 493 97 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 136 520 108 80 518 146 75 625 92 151 580 114 Number of Lanes 1 11120010120 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 3 3 3 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3 1 3 3 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 3 3 3 HCM Control Delay 286.6 120.9 854.1 94.1 HCM LOS F F F F Lane NBLn1EBLn1EBLn2EBLn3WBLn1WBLn2WBLn3SBLn1SBLn2SBLn3 Vol Left, %10% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, %79% 0% 100% 0% 0% 100% 54% 0% 100% 63% Vol Right, %12% 0% 0% 100% 0% 0% 46% 0% 0% 37% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 673 116 442 92 68 293 271 128 329 261 LT Vol 64 116 0 0 68 0 0 128 0 0 Through Vol 531 0 442 0 0 293 147 0 329 164 RT Vol 78 0 0 92 0 0 124 0 0 97 Lane Flow Rate 792 136 520 108 80 345 318 151 387 307 Geometry Grp 8888888777 Degree of Util (X) 2.819 0.489 1.791 0.352 0.276 1.144 1.027 0.455 1.116 0.865 Departure Headway (Hd) 13.0816.37515.80214.99917.41216.82716.45216.21815.64915.354 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 285 222 234 241 208 217 223 224 236 240 Service Time 10.7814.07513.50212.69915.11214.52714.15213.91813.34913.054 HCM Lane V/C Ratio 2.779 0.613 2.222 0.448 0.385 1.59 1.426 0.674 1.64 1.279 HCM Control Delay 854.1 33.8 407.2 25.6 26.6 150.5 112.6 31.8 136.9 70.7 HCM Lane LOS F D F D D F F D F F HCM 95th-tile Q 66.9 2.4 28 1.5 1.1 11.7 9.6 2.2 11.6 7 6.9-216 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 116 442 92 68 440 124 64 531 78 128 493 97 Future Volume (vph) 116 442 92 68 440 124 64 531 78 128 493 97 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 0 1 1 0 0 1 0 Taper Length (ft)90 90 25 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 74438822 66 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)17.8 40.0 40.0 11.5 33.7 33.7 68.5 68.5 68.5 68.5 Total Split (%)14.8% 33.3% 33.3% 9.6% 28.1% 28.1% 57.1% 57.1% 57.1% 57.1% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 6.9-217 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 15: Monroe St. & Avenue 52 With Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 116 442 92 68 440 124 64 531 78 128 493 97 Future Volume (veh/h) 116 442 92 68 440 124 64 531 78 128 493 97 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 136 520 108 80 518 146 75 625 92 151 580 114 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 162 539 457 100 901 402 95 673 97 202 1539 302 Arrive On Green 0.09 0.30 0.30 0.06 0.26 0.26 0.53 0.53 0.53 0.53 0.53 0.53 Sat Flow, veh/h 1734 1821 1543 1734 3460 1543 116 1261 181 734 2884 565 Grp Volume(v), veh/h 136 520 108 80 518 146 792 0 0 151 347 347 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1730 1543 1558 0 0 734 1730 1719 Q Serve(g_s), s 9.3 33.8 6.4 5.5 15.6 9.3 43.8 0.0 0.0 6.1 14.1 14.1 Cycle Q Clear(g_c), s 9.3 33.8 6.4 5.5 15.6 9.3 58.0 0.0 0.0 64.1 14.1 14.1 Prop In Lane 1.00 1.00 1.00 1.00 0.09 0.12 1.00 0.33 Lane Grp Cap(c), veh/h 162 539 457 100 901 402 865 0 0 202 923 918 V/C Ratio(X) 0.84 0.97 0.24 0.80 0.57 0.36 0.92 0.00 0.00 0.75 0.38 0.38 Avail Cap(c_a), veh/h 192 539 457 101 901 402 865 0 0 202 923 918 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 41.6 32.0 55.8 38.6 36.2 26.6 0.0 0.0 35.0 16.3 16.3 Incr Delay (d2), s/veh 23.8 30.0 0.3 34.3 0.9 0.6 16.0 0.0 0.0 22.3 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 18.6 2.3 3.3 6.4 3.4 22.8 0.0 0.0 5.6 5.4 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.4 71.7 32.3 90.1 39.5 36.8 42.5 0.0 0.0 57.3 17.5 17.5 LnGrp LOS E E C F D D D AAEBB Approach Vol, veh/h 764 744 792 845 Approach Delay, s/veh 67.1 44.4 42.5 24.6 Approach LOS E D D C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 68.6 11.4 40.0 68.6 15.7 35.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 64.0 7.0 35.5 64.0 13.3 29.2 Max Q Clear Time (g_c+I1), s 60.0 7.5 35.8 66.1 11.3 17.6 Green Ext Time (p_c), s 1.9 0.0 0.0 0.0 0.1 2.7 Intersection Summary HCM 6th Ctrl Delay 44.1 HCM 6th LOS D 6.9-218 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 516 58 48 424 126 50 718 82 137 577 43 Future Volume (vph)60 516 58 48 424 126 50 718 82 137 577 43 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA pm+ov Prot NA Prot NA Protected Phases 4 8152 16 Permitted Phases 4 4 8 8 Detector Phase 44488152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)20.5 20.5 20.5 20.5 20.5 11.5 11.5 20.5 11.5 20.5 Total Split (s)26.0 26.0 26.0 26.0 26.0 12.0 11.5 22.0 12.0 22.5 Total Split (%)43.3% 43.3% 43.3% 43.3% 43.3% 20.0% 19.2% 36.7% 20.0% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 14.6 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 6.9-219 HCM 6th Signalized Intersection Summary EAPC (2026) PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 60 516 58 48 424 126 50 718 82 137 577 43 Future Volume (veh/h) 60 516 58 48 424 126 50 718 82 137 577 43 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 573 64 53 471 140 56 798 91 152 641 48 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 238 668 566 180 668 747 217 989 113 203 1006 75 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.13 0.32 0.31 0.12 0.31 0.30 Sat Flow, veh/h 810 1821 1543 791 1821 1543 1734 3130 357 1734 3263 244 Grp Volume(v), veh/h 67 573 64 53 471 140 56 441 448 152 340 349 Grp Sat Flow(s),veh/h/ln 810 1821 1543 791 1821 1543 1734 1730 1757 1734 1730 1777 Q Serve(g_s), s 4.6 17.4 1.6 4.0 13.3 3.1 1.8 14.0 14.1 5.1 10.1 10.2 Cycle Q Clear(g_c), s 17.9 17.4 1.6 21.4 13.3 3.1 1.8 14.0 14.1 5.1 10.1 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 0.14 Lane Grp Cap(c), veh/h 238 668 566 180 668 747 217 547 555 203 533 548 V/C Ratio(X) 0.28 0.86 0.11 0.29 0.71 0.19 0.26 0.81 0.81 0.75 0.64 0.64 Avail Cap(c_a), veh/h 238 668 566 180 668 747 217 547 555 231 533 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 17.6 12.6 27.5 16.2 8.8 23.7 18.8 18.9 25.6 17.9 17.9 Incr Delay (d2), s/veh 0.6 10.8 0.1 0.9 3.4 0.1 0.6 12.1 11.9 11.0 5.7 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 7.7 0.5 0.7 4.9 0.8 0.7 6.3 6.4 2.4 4.1 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.5 28.4 12.6 28.4 19.6 8.9 24.4 30.9 30.8 36.6 23.6 23.5 LnGrp LOS C C B C B A CCCDCC Approach Vol, veh/h 704 664 945 841 Approach Delay, s/veh 26.6 18.1 30.5 25.9 Approach LOS C B C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 23.0 26.0 11.5 22.5 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 17.5 21.5 7.0 18.0 21.5 Max Q Clear Time (g_c+I1), s 7.1 16.1 19.9 3.8 12.2 23.4 Green Ext Time (p_c), s 0.0 0.7 0.7 0.0 1.9 0.0 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C 6.9-220 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)53 200 10 0 165 12 16 245 18 7 217 52 Future Volume (vph)53 200 10 0 165 12 16 245 18 7 217 52 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft)25 25 25 25 Link Speed (mph)50 50 55 55 Link Distance (ft)5266 1079 1013 510 Travel Time (s)71.8 14.7 12.6 6.3 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Shared Lane Traffic (%) Sign Control Stop Stop Stop Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-221 HCM 6th AWSC EAPC (2026) PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Intersection Delay, s/veh 21.5 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 53 200 10 0 165 12 16 245 18 7 217 52 Future Vol, veh/h 53 200 10 0 165 12 16 245 18 7 217 52 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, %222222222222 Mvmt Flow 67 253 13 0 209 15 20 310 23 9 275 66 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 22.4 16.5 23.1 22.3 HCM LOS C C C C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %6% 20% 0% 3% Vol Thru, %88% 76% 93% 79% Vol Right, % 6% 4% 7% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 279 263 177 276 LT Vol 16 53 0 7 Through Vol 245 200 165 217 RT Vol 18 10 12 52 Lane Flow Rate 353 333 224 349 Geometry Grp 1111 Degree of Util (X) 0.674 0.651 0.457 0.661 Departure Headway (Hd)6.872 7.044 7.335 6.81 Convergence, Y/N Yes Yes Yes Yes Cap 526 513 491 531 Service Time 4.932 5.104 5.401 4.869 HCM Lane V/C Ratio 0.671 0.649 0.456 0.657 HCM Control Delay 23.1 22.4 16.5 22.3 HCM Lane LOS CCCC HCM 95th-tile Q 5 4.6 2.4 4.8 6.9-222 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)0 0 0 76 45 0 Future Volume (vph)0 0 0 76 45 0 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 1772 380 Travel Time (s)3.5 30.2 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-223 HCM 6th TWSC EAPC (2026) PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 0 76 45 0 Future Vol, veh/h 0 0 0 76 45 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 0 83 49 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 83 0 - 0 42 42 Stage 1 - - - - 42 - Stage 2 - - - - 0 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1514 - - - 969 1029 Stage 1 - - - - 980 - Stage 2 ------ Platoon blocked, % - - - Mov Cap-1 Maneuver 1514 - - - 969 1029 Mov Cap-2 Maneuver - - - - 969 - Stage 1 - - - - 980 - Stage 2 ------ Approach EB WB SB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1514 - - - 969 HCM Lane V/C Ratio ----0.05 HCM Control Delay (s) 0 - - - 8.9 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.2 6.9-224 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 150 13 45 349 511 213 Future Volume (vph) 150 13 45 349 511 213 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 178 Travel Time (s)13.6 12.0 2.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-225 HCM 6th TWSC EAPC (2026) PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 3.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 150 13 45 349 511 213 Future Vol, veh/h 150 13 45 349 511 213 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 163 14 49 379 555 232 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 959 394 787 0 - 0 Stage 1 671 ----- Stage 2 288 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 255 605 828 - - - Stage 1 470 ----- Stage 2 735 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 240 605 828 - - - Mov Cap-2 Maneuver 346 ----- Stage 1 442 ----- Stage 2 735 ----- Approach EB NB SB HCM Control Delay, s 23.2 1.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)828 - 346 605 - - HCM Lane V/C Ratio 0.059 - 0.471 0.023 - - HCM Control Delay (s) 9.6 - 24.3 11.1 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.2 - 2.4 0.1 - - 6.9-226 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 277 8 27 233 23 12 Future Volume (vph) 277 8 27 233 23 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-227 HCM 6th TWSC EAPC (2026) PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 277 8 27 233 23 12 Future Vol, veh/h 277 8 27 233 23 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 301 9 29 253 25 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 310 0 491 306 Stage 1 - - - - 306 - Stage 2 - - - - 185 - Critical Hdwy - - 4.13 - 6.63 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy - - 2.219 - 3.519 3.319 Pot Cap-1 Maneuver - - 1249 - 521 733 Stage 1 - - - - 746 - Stage 2 - - - - 829 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1249 - 509 733 Mov Cap-2 Maneuver - - - - 579 - Stage 1 - - - - 729 - Stage 2 - - - - 829 - Approach EB WB NB HCM Control Delay, s 0 0.8 11.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)624 - - 1249 - HCM Lane V/C Ratio 0.061 - - 0.023 - HCM Control Delay (s) 11.1 - - 8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0.1 - 6.9-228 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 274 15 0 260 0 15 Future Volume (vph) 274 15 0 260 0 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-229 HCM 6th TWSC EAPC (2026) PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 274 15 0 260 0 15 Future Vol, veh/h 274 15 0 260 0 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 298 16 0 283 0 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 306 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.23 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.319 Pot Cap-1 Maneuver - - 0 - 0 733 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----733 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 10 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)733 - - - HCM Lane V/C Ratio 0.022 - - - HCM Control Delay (s) 10 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.1 - - - 6.9-230 Lanes, Volumes, Timings EAPC (2026) PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 29 0 499 695 29 Future Volume (vph)0 29 0 499 695 29 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 215 288 Travel Time (s)5.7 2.9 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 6.9-231 HCM 6th TWSC EAPC (2026) PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\06 - EAPC (2026) PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 29 0 499 695 29 Future Vol, veh/h 0 29 0 499 695 29 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 32 0 542 755 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 394 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 605 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 605 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 11.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 605 - - HCM Lane V/C Ratio - 0.052 - - HCM Control Delay (s) - 11.3 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.2 - - 6.9-232 Queuing and Blocking Report EAPC (2026) AM Peak hour The Wave - Coral Mountain Urban Crossroads, Inc. R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn SimTraffic Report Intersection: 18: Avenue 60 & S. Access Movement SB Directions Served LR Maximum Queue (ft)54 Average Queue (ft)34 95th Queue (ft)56 Link Distance (ft)352 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 19: Madison St. & Main Access Movement EB EB NB Directions Served L R L Maximum Queue (ft)97 29 18 Average Queue (ft)60 13 5 95th Queue (ft)101 37 22 Link Distance (ft)452 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%)2 Queuing Penalty (veh) 0 Intersection: 20: Project Access 1 & Avenue 58 Movement WB NB Directions Served L LR Maximum Queue (ft)15 25 Average Queue (ft)2 6 95th Queue (ft)15 25 Link Distance (ft)348 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%) Queuing Penalty (veh) 6.9-233 Queuing and Blocking Report EAPC (2026) AM Peak hour The Wave - Coral Mountain Urban Crossroads, Inc. R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) AM Imps.syn SimTraffic Report Intersection: 21: Project Access 2 & Avenue 58 Movement NB Directions Served R Maximum Queue (ft)21 Average Queue (ft)4 95th Queue (ft)20 Link Distance (ft)199 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 22: Madison St. & Project Access 3 Movement EB Directions Served R Maximum Queue (ft)29 Average Queue (ft)7 95th Queue (ft)28 Link Distance (ft)164 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 0 6.9-234 Queuing and Blocking Report EAPC (2026) PM Peak hour The Wave - Coral Mountain Urban Crossroads, Inc. R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn SimTraffic Report Intersection: 18: Avenue 60 & S. Access Movement SB Directions Served LR Maximum Queue (ft)56 Average Queue (ft)35 95th Queue (ft)49 Link Distance (ft)352 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 19: Madison St. & Main Access Movement EB EB NB SB Directions Served L R L TR Maximum Queue (ft) 122 30 51 22 Average Queue (ft) 80 13 14 3 95th Queue (ft)115 36 45 16 Link Distance (ft)452 105 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 100 150 Storage Blk Time (%)7 Queuing Penalty (veh) 1 Intersection: 20: Project Access 1 & Avenue 58 Movement WB NB Directions Served L LR Maximum Queue (ft)30 31 Average Queue (ft)4 21 95th Queue (ft)21 43 Link Distance (ft)348 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%)0 Queuing Penalty (veh) 0 6.9-235 Queuing and Blocking Report EAPC (2026) PM Peak hour The Wave - Coral Mountain Urban Crossroads, Inc. R:\UXRjobs\_12600-13000\12615\Synchro\106 - EAPC (2026) PM Imps.syn SimTraffic Report Intersection: 21: Project Access 2 & Avenue 58 Movement NB Directions Served R Maximum Queue (ft)31 Average Queue (ft)27 95th Queue (ft)44 Link Distance (ft)199 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 22: Madison St. & Project Access 3 Movement EB Directions Served R Maximum Queue (ft)30 Average Queue (ft)17 95th Queue (ft)40 Link Distance (ft)164 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 1 6.9-236 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 6.10:    EAC (2026) WITHOUT AND WITH PROJECT BUILDOUT PHASE 3 CONDITIONS  TRAFFIC SIGNAL WARRANTS ANALYSIS WORKSHEETS    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITHOUT PROJECT CONDITIONS   6.10-1 This Page Intentionally Left Blank 6.10-2 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 3 (2026) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =228 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =221 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!06a - EAC (2026)\10R_AM.xls\Fig 4C-4 (Rural Peak) 6.10-3 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 3 (2026) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =339 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =166 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane339166 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!06a - EAC (2026)\10R_PM.xls\Fig 4C-4 (Rural Peak) 6.10-4 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 3 (2026) AM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =375 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =143 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane375143 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!06a - EAC (2026)\17R_AM.xls\Fig 4C-4 (Rural Peak) 6.10-5 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAC PHASE 3 (2026) PM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =540 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =232 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane540232 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\!06a - EAC (2026)\17R_PM.xls\Fig 4C-4 (Rural Peak) 6.10-6 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    WITH PROJECT CONDITIONS  6.10-7 This Page Intentionally Left Blank 6.10-8 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 3 (2026) AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =326 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =248 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane326248 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\06 - EAPC (2026)\10R_AM.xls\Fig 4C-4 (Rural Peak) 6.10-9 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 3 (2026) PM PEAK HOUR WARRANTS Major Street Name =Madison St.Total of Both Approaches (VPH) =390 Number of Approach Lanes Major Street =2 Minor Street Name =Avenue 60 High Volume Approach (VPH) =239 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane390239 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\06 - EAPC (2026)\10R_PM.xls\Fig 4C-4 (Rural Peak) 6.10-10 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 3 (2026) AM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =380 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =187 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) SIGNAL WARRANT NOT SATISFIED *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane380187 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\06 - EAPC (2026)\17R_AM.xls\Fig 4C-4 (Rural Peak) 6.10-11 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = EAPC PHASE 3 (2026) PM PEAK HOUR WARRANTS Major Street Name =Jackson St.Total of Both Approaches (VPH) =555 Number of Approach Lanes Major Street =1 Minor Street Name =58th Avenue High Volume Approach (VPH) =263 Number of Approach Lanes Minor Street =1 Intersection ID: #17 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane555263 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\06 - EAPC (2026)\17R_PM.xls\Fig 4C-4 (Rural Peak) 6.10-12 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Avenue 60 Critical Approach Speed (Major) 30 mph Minor Street:S. Access Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =1,161 vpd Minor Street Future ADT =606 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 1,161 1 606 8,000 5,600 2,400 1,680 2 + 1 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 1,161 1 606 12,000 8,400 1,200 850 2 + 1 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 15% 10% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT EAPC (2026) JC 10/08/19 URBAN (U) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EAPC Ph3_18 6.10-13 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Madison St.Critical Approach Speed (Major) 50 mph Minor Street:Main Access Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =10,835 vpd Minor Street Future ADT =2,186 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +10,835 1 2,186 9,600 6,720 *2,400 1,680 * 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +10,835 1 2,186 14,400 10,080 *1,200 850 * 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 100% 100% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. XX ADT EAPC (2026) JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EAPC Ph3_19 6.10-14 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Avenue 58 Critical Approach Speed (Major) 50 mph Minor Street:Project Access 1 Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =6,275 vpd Minor Street Future ADT =458 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +6,275 1 458 9,600 6,720 2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +6,275 1 458 14,400 10,080 1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 27% 54% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT EAPC (2026) JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\EAPC Ph3_20 6.10-15 This Page Intentionally Left Blank 6.10-16 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 7.1:    GENERAL PLAN BUILDOUT (YEAR 2040) CONDITIONS  INTERSECTION OPERATIONS ANALYSIS WORKSHEETS    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank    Lanes, Volumes, Timings 2040 NP AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 320 181 38 10 178 138 40 503 6 320 1023 139 Future Volume (vph) 320 181 38 10 178 138 40 503 6 320 1023 139 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 2 6 Detector Phase 7 4 381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)34.0 45.0 11.5 22.5 34.0 11.5 29.5 29.5 34.0 52.0 52.0 Total Split (%)28.3% 37.5% 9.6% 18.8% 28.3% 9.6% 24.6% 24.6% 28.3% 43.3% 43.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 7.1-1 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 320 181 38 10 178 138 40 503 6 320 1023 139 Future Volume (veh/h) 320 181 38 10 178 138 40 503 6 320 1023 139 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 327 185 39 10 182 141 41 513 6 327 1044 142 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 356 756 156 29 263 674 300 721 322 625 1370 611 Arrive On Green 0.21 0.26 0.26 0.02 0.08 0.08 0.17 0.21 0.21 0.36 0.40 0.40 Sat Flow, veh/h 1734 2856 589 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 327 111 113 10 182 141 41 513 6 327 1044 142 Grp Sat Flow(s),veh/h/ln 1734 1730 1715 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 22.2 6.0 6.3 0.7 6.2 2.9 2.4 16.5 0.3 17.8 31.3 3.9 Cycle Q Clear(g_c), s 22.2 6.0 6.3 0.7 6.2 2.9 2.4 16.5 0.3 17.8 31.3 3.9 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 356 458 454 29 263 674 300 721 322 625 1370 611 V/C Ratio(X) 0.92 0.24 0.25 0.35 0.69 0.21 0.14 0.71 0.02 0.52 0.76 0.23 Avail Cap(c_a), veh/h 426 584 579 101 519 788 300 721 322 625 1370 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 34.6 34.7 58.4 54.1 7.9 42.0 44.1 29.5 30.3 31.4 6.9 Incr Delay (d2), s/veh 22.5 0.3 0.3 7.1 3.2 0.2 0.2 5.9 0.1 0.8 4.1 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.4 2.5 2.6 0.3 2.7 1.0 1.0 7.4 0.1 7.2 13.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.2 34.9 35.0 65.5 57.3 8.0 42.2 50.0 29.6 31.0 35.4 7.8 LnGrp LOS E C D E E A DDCCDA Approach Vol, veh/h 551 333 560 1513 Approach Delay, s/veh 55.3 36.7 49.3 31.9 Approach LOS E D D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 47.7 29.5 6.5 36.3 25.2 52.0 29.1 13.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 29.5 25.0 7.0 40.5 7.0 47.5 29.5 18.0 Max Q Clear Time (g_c+I1), s 19.8 18.5 2.7 8.3 4.4 33.3 24.2 8.2 Green Ext Time (p_c), s 0.7 1.6 0.0 1.1 0.0 6.1 0.5 1.0 Intersection Summary HCM 6th Ctrl Delay 40.1 HCM 6th LOS D 7.1-2 Lanes, Volumes, Timings 2040 NP AM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 320 181 38 10 178 138 40 503 6 320 1023 139 Future Volume (vph) 320 181 38 10 178 138 40 503 6 320 1023 139 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 2 6 Detector Phase 7 4 381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)23.0 34.5 11.5 23.0 41.0 12.0 33.0 33.0 41.0 62.0 62.0 Total Split (%)19.2% 28.8% 9.6% 19.2% 34.2% 10.0% 27.5% 27.5% 34.2% 51.7% 51.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 7.1-3 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 320 181 38 10 178 138 40 503 6 320 1023 139 Future Volume (veh/h) 320 181 38 10 178 138 40 503 6 320 1023 139 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 327 185 39 10 182 141 41 513 6 327 1044 142 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 390 502 104 29 264 766 310 822 367 729 1658 740 Arrive On Green 0.12 0.18 0.18 0.02 0.08 0.08 0.18 0.24 0.24 0.42 0.48 0.48 Sat Flow, veh/h 3365 2856 589 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 327 111 113 10 182 141 41 513 6 327 1044 142 Grp Sat Flow(s),veh/h/ln 1682 1730 1715 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 11.4 6.7 7.0 0.7 6.2 1.9 2.4 15.9 0.3 16.2 27.0 4.0 Cycle Q Clear(g_c), s 11.4 6.7 7.0 0.7 6.2 1.9 2.4 15.9 0.3 16.2 27.0 4.0 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 390 304 302 29 264 766 310 822 367 729 1658 740 V/C Ratio(X) 0.84 0.36 0.38 0.35 0.69 0.18 0.13 0.62 0.02 0.45 0.63 0.19 Avail Cap(c_a), veh/h 519 433 429 101 533 886 310 822 367 729 1658 740 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.9 43.5 43.6 58.4 54.0 6.6 41.5 41.0 27.1 24.9 23.3 7.2 Incr Delay (d2), s/veh 8.9 0.7 0.8 7.1 3.2 0.1 0.2 3.6 0.1 0.4 1.8 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 2.9 2.9 0.3 2.7 0.9 1.0 6.9 0.1 6.4 10.6 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.8 44.3 44.4 65.5 57.2 6.7 41.7 44.5 27.2 25.3 25.1 7.8 LnGrp LOS E D D E E A DDCCCA Approach Vol, veh/h 551 333 560 1513 Approach Delay, s/veh 54.1 36.1 44.1 23.5 Approach LOS DDDC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 54.9 33.0 6.5 25.6 25.9 62.0 18.4 13.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 36.5 28.5 7.0 30.0 7.5 57.5 18.5 18.5 Max Q Clear Time (g_c+I1), s 18.2 17.9 2.7 9.0 4.4 29.0 13.4 8.2 Green Ext Time (p_c), s 0.9 2.2 0.0 1.0 0.0 8.1 0.5 1.0 Intersection Summary HCM 6th Ctrl Delay 34.5 HCM 6th LOS C 7.1-4 Lanes, Volumes, Timings 2040 NP AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 160 167 1 958 139 372 1317 Future Volume (vph) 160 167 1 958 139 372 1317 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)24.0 24.0 11.5 51.0 51.0 45.0 84.5 Total Split (%)20.0% 20.0% 9.6% 42.5% 42.5% 37.5% 70.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 7.1-5 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 160 167 1 958 139 372 1317 Future Volume (veh/h) 160 167 1 958 139 372 1317 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 163 170 978 142 380 1344 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 229 204 1355 604 653 2773 Arrive On Green 0.13 0.13 0.39 0.39 0.38 0.80 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 163 170 978 142 380 1344 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 10.8 12.9 28.8 4.9 21.0 15.1 Cycle Q Clear(g_c), s 10.8 12.9 28.8 4.9 21.0 15.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 229 204 1355 604 653 2773 V/C Ratio(X) 0.71 0.84 0.72 0.23 0.58 0.48 Avail Cap(c_a), veh/h 289 257 1355 604 653 2773 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.97 0.97 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.9 50.8 31.0 10.8 29.9 3.9 Incr Delay (d2), s/veh 5.7 16.6 3.4 0.9 1.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 5.7 11.9 2.6 8.5 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.6 67.4 34.3 11.8 31.2 4.5 LnGrp LOS E E C B C A Approach Vol, veh/h 333 1120 1724 Approach Delay, s/veh 61.7 31.4 10.4 Approach LOS E C B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 49.2 51.0 100.2 19.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 40.5 46.5 80.0 19.5 Max Q Clear Time (g_c+I1), s 23.0 30.8 17.1 14.9 Green Ext Time (p_c), s 1.0 6.0 12.6 0.4 Intersection Summary HCM 6th Ctrl Delay 23.2 HCM 6th LOS C Notes User approved ignoring U-Turning movement. 7.1-6 Lanes, Volumes, Timings 2040 NP AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 583 1166 132 319 160 377 891 59 228 986 57 Future Volume (vph)84 583 1166 132 319 160 377 891 59 228 986 57 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 1 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16 Permitted Phases Free 8 2 Detector Phase 7 4 38152216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)17.2 30.0 18.0 30.8 26.0 22.0 46.0 46.0 26.0 50.0 Total Split (%)14.3% 25.0% 15.0% 25.7% 21.7% 18.3% 38.3% 38.3% 21.7% 41.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 7.1-7 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 583 1166 132 319 160 377 891 59 228 986 57 Future Volume (veh/h) 84 583 1166 132 319 160 377 891 59 228 986 57 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 86 595 0 135 326 163 385 909 60 233 1006 58 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 108 669 161 775 682 621 1197 534 378 1261 73 Arrive On Green 0.06 0.19 0.00 0.09 0.22 0.22 0.18 0.35 0.35 0.22 0.38 0.38 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 1734 3325 192 Grp Volume(v), veh/h 86 595 0 135 326 163 385 909 60 233 523 541 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1787 Q Serve(g_s), s 5.9 20.1 0.0 9.2 9.7 1.4 12.6 28.0 2.4 14.6 32.3 32.3 Cycle Q Clear(g_c), s 5.9 20.1 0.0 9.2 9.7 1.4 12.6 28.0 2.4 14.6 32.3 32.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 108 669 161 775 682 621 1197 534 378 656 677 V/C Ratio(X)0.80 0.89 0.84 0.42 0.24 0.62 0.76 0.11 0.62 0.80 0.80 Avail Cap(c_a), veh/h 184 735 195 775 682 621 1197 534 378 656 677 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.09 0.09 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.5 47.1 0.0 53.6 39.9 10.5 45.0 34.8 14.8 42.4 33.2 33.2 Incr Delay (d2), s/veh 1.2 1.3 0.0 22.9 0.4 0.2 1.9 4.6 0.4 3.0 9.8 9.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 8.3 0.0 4.9 4.0 1.6 5.2 11.9 1.2 6.3 14.5 14.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.7 48.5 0.0 76.5 40.3 10.7 46.9 39.4 15.2 45.4 42.9 42.7 LnGrp LOS E D E D B D D B D D D Approach Vol, veh/h 681 A 624 1354 1297 Approach Delay, s/veh 49.5 40.4 40.5 43.3 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 30.7 46.0 15.6 27.7 26.7 50.0 12.0 31.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 41.5 13.5 25.5 17.5 45.5 12.7 26.3 Max Q Clear Time (g_c+I1), s 16.6 30.0 11.2 22.1 14.6 34.3 7.9 11.7 Green Ext Time (p_c), s 0.3 4.5 0.1 1.1 0.4 4.6 0.1 2.0 Intersection Summary HCM 6th Ctrl Delay 42.9 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 7.1-8 Lanes, Volumes, Timings 2040 NP AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 748 117 80 622 137 222 878 45 173 995 115 Future Volume (vph) 100 748 117 80 622 137 222 878 45 173 995 115 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)16.0 40.0 40.0 15.0 39.0 39.0 17.0 49.0 49.0 16.0 48.0 48.0 Total Split (%)13.3% 33.3% 33.3% 12.5% 32.5% 32.5% 14.2% 40.8% 40.8% 13.3% 40.0% 40.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 7.1-9 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 748 117 80 622 137 222 878 45 173 995 115 Future Volume (veh/h) 100 748 117 80 622 137 222 878 45 173 995 115 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 102 763 119 82 635 140 227 896 46 177 1015 117 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 126 1189 530 103 1144 510 284 1283 572 256 1254 559 Arrive On Green 0.07 0.34 0.34 0.06 0.33 0.33 0.08 0.37 0.37 0.08 0.36 0.36 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 102 763 119 82 635 140 227 896 46 177 1015 117 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 7.0 22.3 5.0 5.6 18.1 6.2 7.9 26.4 1.8 6.2 31.8 4.8 Cycle Q Clear(g_c), s 7.0 22.3 5.0 5.6 18.1 6.2 7.9 26.4 1.8 6.2 31.8 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 126 1189 530 103 1144 510 284 1283 572 256 1254 559 V/C Ratio(X) 0.81 0.64 0.22 0.79 0.55 0.27 0.80 0.70 0.08 0.69 0.81 0.21 Avail Cap(c_a), veh/h 166 1189 530 152 1144 510 350 1283 572 322 1254 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.8 33.2 16.1 55.7 32.9 17.7 53.9 32.1 15.1 54.1 34.5 15.6 Incr Delay (d2), s/veh 19.7 2.7 1.0 16.1 1.9 1.3 10.2 3.2 0.3 4.5 5.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 9.4 2.4 2.8 7.4 2.9 3.7 11.0 0.8 2.7 13.5 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 74.5 35.8 17.0 71.8 34.9 19.1 64.1 35.2 15.4 58.6 40.2 16.4 LnGrp LOS E D B E C B E D B E D B Approach Vol, veh/h 984 857 1169 1309 Approach Delay, s/veh 37.6 35.8 40.1 40.6 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.6 49.0 11.6 45.7 14.6 48.0 13.2 44.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 44.5 10.5 35.5 12.5 43.5 11.5 34.5 Max Q Clear Time (g_c+I1), s 8.2 28.4 7.6 24.3 9.9 33.8 9.0 20.1 Green Ext Time (p_c), s 0.2 5.2 0.0 3.9 0.2 4.6 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 38.8 HCM 6th LOS D 7.1-10 Lanes, Volumes, Timings 2040 NP AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 165 546 81 39 626 124 211 866 82 296 1240 253 Future Volume (vph) 165 546 81 39 626 124 211 866 82 296 1240 253 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 5 2 16738 74 Permitted Phases 2684 Detector Phase 522167388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 11.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)20.2 39.8 39.8 11.6 31.2 21.9 15.0 46.7 46.7 21.9 53.6 53.6 Total Split (%)16.8% 33.2% 33.2% 9.7% 26.0% 18.3% 12.5% 38.9% 38.9% 18.3% 44.7% 44.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 77.7 (65%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 7.1-11 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 165 546 81 39 626 124 211 866 82 296 1240 253 Future Volume (veh/h) 165 546 81 39 626 124 211 866 82 296 1240 253 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 168 557 83 40 639 127 215 884 84 302 1265 258 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 194 1101 491 75 862 596 268 1748 543 462 1416 631 Arrive On Green 0.13 0.38 0.38 0.05 0.30 0.30 0.10 0.42 0.42 0.16 0.49 0.49 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 4972 1543 3365 3460 1543 Grp Volume(v), veh/h 168 557 83 40 639 127 215 884 84 302 1265 258 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1657 1543 1682 1730 1543 Q Serve(g_s), s 11.4 14.8 3.3 2.7 20.0 1.5 7.5 15.7 3.3 10.1 39.8 8.7 Cycle Q Clear(g_c), s 11.4 14.8 3.3 2.7 20.0 1.5 7.5 15.7 3.3 10.1 39.8 8.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 194 1101 491 75 862 596 268 1748 543 462 1416 631 V/C Ratio(X) 0.87 0.51 0.17 0.54 0.74 0.21 0.80 0.51 0.15 0.65 0.89 0.41 Avail Cap(c_a), veh/h 227 1101 491 103 862 596 294 1748 543 488 1416 631 HCM Platoon Ratio 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.1 29.9 15.9 55.7 38.6 10.5 53.3 27.0 15.8 47.4 28.2 10.0 Incr Delay (d2), s/veh 25.1 1.7 0.7 5.9 5.7 0.8 13.5 1.0 0.6 2.9 9.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 5.9 1.6 1.3 8.4 1.3 3.5 5.7 1.5 4.2 15.8 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.1 31.5 16.6 61.6 44.3 11.4 66.9 28.1 16.4 50.4 37.2 11.9 LnGrp LOS E C B E D B E C B D D B Approach Vol, veh/h 808 806 1183 1825 Approach Delay, s/veh 39.3 39.9 34.3 35.8 Approach LOS DDCD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.7 42.7 14.1 53.6 17.9 34.4 21.0 46.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.1 35.3 10.5 49.1 15.7 26.7 17.4 42.2 Max Q Clear Time (g_c+I1), s 4.7 16.8 9.5 41.8 13.4 22.0 12.1 17.7 Green Ext Time (p_c), s 0.0 3.5 0.1 4.8 0.1 1.8 0.5 6.1 Intersection Summary HCM 6th Ctrl Delay 36.7 HCM 6th LOS D 7.1-12 Lanes, Volumes, Timings 2040 NP AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 8 727 5 249 29 1761 194 27 Future Volume (vph)8 10 13 43 8 727 5 249 29 1761 194 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 1 1 0 1 1 2 1 Taper Length (ft)0 110 90 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 4826 Detector Phase 744381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.5 22.5 22.5 11.5 22.5 63.0 22.5 23.0 23.0 63.0 63.5 63.5 Total Split (%)9.6% 18.8% 18.8% 9.6% 18.8% 52.5% 18.8% 19.2% 19.2% 52.5% 52.9% 52.9% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Max Max C-Max C-Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 22.5 (19%), Referenced to phase 2:NBT, Start of Yellow Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 7.1-13 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 43 8 727 5 249 29 1761 194 27 Future Volume (veh/h) 8 10 13 43 8 727 5 249 29 1761 194 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 8 10 13 44 8 742 5 254 30 1797 198 28 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 24 106 90 78 163 1853 442 533 238 1994 1701 759 Arrive On Green 0.01 0.06 0.06 0.04 0.09 0.09 0.26 0.15 0.15 0.59 0.49 0.49 Sat Flow, veh/h 1734 1821 1543 1734 1821 2716 1734 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 8 10 13 44 8 742 5 254 30 1797 198 28 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1358 1734 1730 1543 1682 1730 1543 Q Serve(g_s), s 0.5 0.6 0.6 3.0 0.5 2.3 0.3 8.0 1.7 56.0 3.7 0.9 Cycle Q Clear(g_c), s 0.5 0.6 0.6 3.0 0.5 2.3 0.3 8.0 1.7 56.0 3.7 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 24 106 90 78 163 1853 442 533 238 1994 1701 759 V/C Ratio(X) 0.34 0.09 0.14 0.57 0.05 0.40 0.01 0.48 0.13 0.90 0.12 0.04 Avail Cap(c_a), veh/h 101 273 232 101 273 2017 442 533 238 1994 1701 759 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.74 0.74 0.74 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.6 53.5 22.6 56.2 50.0 3.2 33.4 46.3 32.2 21.4 16.4 10.8 Incr Delay (d2), s/veh 8.2 0.4 0.7 4.7 0.1 0.1 0.0 3.0 1.1 7.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.4 1.4 0.2 1.2 0.1 3.5 0.8 20.4 1.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.8 53.9 23.4 60.9 50.0 3.4 33.4 49.4 33.3 28.5 16.6 10.9 LnGrp LOS E D C E D A CDCCBB Approach Vol, veh/h 31 794 289 2023 Approach Delay, s/veh 44.4 7.0 47.4 27.1 Approach LOS D A D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 75.6 23.0 9.9 11.5 35.1 63.5 6.1 15.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 58.5 18.5 7.0 18.0 18.0 59.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 58.0 10.0 5.0 2.6 2.3 5.7 2.5 4.3 Green Ext Time (p_c), s 0.4 0.9 0.0 0.0 0.0 1.2 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 24.0 HCM 6th LOS C 7.1-14 Lanes, Volumes, Timings 2040 NP AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 567 664 59 501 428 336 535 60 390 1092 187 Future Volume (vph) 140 567 664 59 501 428 336 535 60 390 1092 187 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.1-15 MITIG8 - GPBO_Baseline_AM Wed Nov 13, 2019 16:44:28 Page 1-1 -------------------------------------------------------------------------------- The Wave - Coral Mountain TIA (JN:12615) 2040 Without Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Jefferson St. / Avenue 52 ******************************************************************************** Average Delay (sec/veh): 5.8 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 3 3 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 336 535 60 390 1092 187 140 567 664 59 501 428 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 336 535 60 390 1092 187 140 567 664 59 501 428 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.00 PHF Volume: 343 546 61 398 1114 191 143 579 0 60 511 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 343 546 61 398 1114 191 143 579 0 60 511 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 343 546 61 398 1114 191 143 579 0 60 511 0 ------------|---------------||---------------||---------------||---------------| PCE Module: AutoPCE: 343 546 61 398 1114 191 143 579 0 60 511 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 343 546 61 398 1114 191 143 579 0 60 511 0 ------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours << CircVolume: 398 343 1512 889 MaxVolume: 2137 2177 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2137 2177 xxxxxx xxxxxx ApproachVol: 950 1703 xxxxxx xxxxxx ApproachV/C: 0.44 0.78 1.00 1.00 ApproachDel: 3.0 7.3 xxxxxx xxxxxx ApproachLOS: A A * * Queue: 2.4 9.3 xxxx xxxx Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 7.1-16 Lanes, Volumes, Timings 2040 NP AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 124116131004 13 40 1643 51 Future Volume (vph)37 124116131004 13 40 1643 51 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 7.1-17 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 124116131004 13 40 1643 51 Future Volume (veh/h) 37 124116131004 13 40 1643 51 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 124116131024 13 41 1677 52 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 62 1 182 55 8 182 61 3263 41 129 3390 105 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.04 0.64 0.64 0.15 1.00 1.00 Sat Flow, veh/h 19 7 1543 10 67 1543 1734 5060 64 1734 4954 154 Grp Volume(v), veh/h 39 02501613671366411122 607 Grp Sat Flow(s),veh/h/ln 27 0 1543 76 0 1543 1734 1657 1810 1734 1657 1793 Q Serve(g_s), s 0.2 0.0 0.1 0.0 0.0 1.1 0.9 10.8 10.8 2.5 0.0 0.0 Cycle Q Clear(g_c), s 14.2 0.0 0.1 14.1 0.0 1.1 0.9 10.8 10.8 2.5 0.0 0.0 Prop In Lane 0.97 1.00 0.80 1.00 1.00 0.04 1.00 0.09 Lane Grp Cap(c), veh/h 62 0 182 63 0 182 61 2137 1167 129 2268 1227 V/C Ratio(X) 0.63 0.00 0.01 0.08 0.00 0.09 0.21 0.31 0.31 0.32 0.49 0.49 Avail Cap(c_a), veh/h 388 0 540 406 0 540 173 2137 1167 173 2268 1227 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.49 0.49 0.49 Uniform Delay (d), s/veh 59.7 0.0 46.7 47.6 0.0 47.2 56.3 9.5 9.5 48.3 0.0 0.0 Incr Delay (d2), s/veh 19.9 0.0 0.1 1.1 0.0 0.4 3.7 0.4 0.7 1.5 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.1 0.2 0.0 0.5 0.4 3.4 3.8 1.1 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 79.6 0.0 46.8 48.7 0.0 47.6 59.9 9.9 10.2 49.8 0.4 0.7 LnGrp LOS E A D D A D E A B D A A Approach Vol, veh/h 41 21 1050 1770 Approach Delay, s/veh 78.0 47.9 10.6 1.6 Approach LOS E D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.9 84.8 20.3 10.2 89.5 20.3 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.5 12.8 16.2 2.9 2.0 16.1 Green Ext Time (p_c), s 0.1 13.7 0.3 0.0 29.8 0.1 Intersection Summary HCM 6th Ctrl Delay 6.3 HCM 6th LOS A 7.1-18 Lanes, Volumes, Timings 2040 NP AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 342 74 236 376 385 121 828 108 359 1430 362 Future Volume (vph) 256 342 74 236 376 385 121 828 108 359 1430 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 2 1 2 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)18.0 37.0 37.0 20.0 39.0 39.0 18.0 41.0 41.0 22.0 45.0 45.0 Total Split (%)15.0% 30.8% 30.8% 16.7% 32.5% 32.5% 15.0% 34.2% 34.2% 18.3% 37.5% 37.5% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 7.1-19 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 342 74 236 376 385 121 828 108 359 1430 362 Future Volume (veh/h) 256 342 74 236 376 385 121 828 108 359 1430 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 349 76 241 384 393 123 845 110 366 1459 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 336 920 410 336 920 410 171 1090 338 597 1545 480 Arrive On Green 0.15 0.40 0.40 0.15 0.40 0.40 0.15 0.33 0.33 0.27 0.47 0.47 Sat Flow, veh/h 3365 3460 1543 3365 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 349 76 241 384 393 123 845 110 366 1459 369 Grp Sat Flow(s),veh/h/ln 1682 1730 1543 1682 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 9.0 8.6 3.8 8.2 9.6 17.5 8.1 18.4 4.7 11.4 33.6 23.9 Cycle Q Clear(g_c), s 9.0 8.6 3.8 8.2 9.6 17.5 8.1 18.4 4.7 11.4 33.6 23.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 336 920 410 336 920 410 171 1090 338 597 1545 480 V/C Ratio(X) 0.78 0.38 0.19 0.72 0.42 0.96 0.72 0.78 0.33 0.61 0.94 0.77 Avail Cap(c_a), veh/h 336 920 410 393 920 410 173 1388 431 597 1554 482 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.7 29.1 27.6 49.4 29.4 12.2 49.6 37.6 17.8 40.4 31.0 28.4 Incr Delay (d2), s/veh 10.4 1.2 1.0 3.8 1.4 35.0 11.2 2.5 0.8 1.4 12.2 7.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 3.4 1.5 3.4 3.8 8.4 3.8 6.5 2.3 4.3 12.0 8.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.2 30.2 28.6 53.2 30.8 47.2 60.8 40.1 18.6 41.8 43.2 36.3 LnGrp LOS E CCDCDEDBDDD Approach Vol, veh/h 686 1018 1078 2194 Approach Delay, s/veh 41.4 42.4 40.2 41.8 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.8 33.8 18.0 39.4 17.8 44.8 18.0 39.4 Change Period (Y+Rc), s 7.5 * 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 16.0 * 34 14.0 29.5 12.0 37.5 12.0 31.5 Max Q Clear Time (g_c+I1), s 13.4 20.4 10.2 10.6 10.1 35.6 11.0 19.5 Green Ext Time (p_c), s 0.1 5.9 0.1 3.9 0.0 1.7 0.1 5.3 Intersection Summary HCM 6th Ctrl Delay 41.5 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 7.1-20 Lanes, Volumes, Timings 2040 NP AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 346 368 1 1 658 258 1 2 1 334 1 779 Future Volume (vph) 346 368 1 1 658 258 1 2 1 334 1 779 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 150 0 150 150 Storage Lanes 2 0 1 1 0 0 2 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 25 40 Link Distance (ft)1772 661 281 437 Travel Time (s)30.2 11.3 7.7 7.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Perm NA Prot NA pm+ov Protected Phases 5 2 1 6 8 7 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 16688 745 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 11.5 Total Split (s)42.0 63.5 11.5 33.0 33.0 22.5 22.5 22.5 45.0 42.0 Total Split (%)35.0% 52.9% 9.6% 27.5% 27.5% 18.8% 18.8% 18.8% 37.5% 35.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None Max Max Max Max None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 10: Avenue 60 & Madison St. 7.1-21 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 346 368 1 1 658 258 1 2 1 334 1 779 Future Volume (veh/h) 346 368 1 1 658 258 1 2 1 334 1 779 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 353 376 1 1 671 263 1 2 1 341 1 795 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 436 1940 5 3 1546 655 70 125 52 520 615 715 Arrive On Green 0.13 0.55 0.55 0.00 0.42 0.42 0.15 0.15 0.15 0.15 0.34 0.34 Sat Flow, veh/h 3469 3540 9 1734 3642 1543 215 834 350 3469 1821 1543 Grp Volume(v), veh/h 353 184 193 1 671 263 4 0 0 341 1 795 Grp Sat Flow(s),veh/h/ln 1734 1730 1819 1734 1821 1543 1399 0 0 1734 1821 1543 Q Serve(g_s), s 11.9 6.4 6.4 0.1 15.6 8.6 0.0 0.0 0.0 11.1 0.0 40.5 Cycle Q Clear(g_c), s 11.9 6.4 6.4 0.1 15.6 8.6 0.2 0.0 0.0 11.1 0.0 40.5 Prop In Lane 1.00 0.01 1.00 1.00 0.25 0.25 1.00 1.00 Lane Grp Cap(c), veh/h 436 948 997 3 1546 655 247 0 0 520 615 715 V/C Ratio(X) 0.81 0.19 0.19 0.30 0.43 0.40 0.02 0.00 0.00 0.66 0.00 1.11 Avail Cap(c_a), veh/h 1084 948 997 101 1546 655 247 0 0 520 615 715 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.1 13.7 13.7 59.8 24.4 8.9 43.5 0.0 0.0 48.1 26.3 32.2 Incr Delay (d2), s/veh 3.7 0.5 0.4 44.3 0.2 0.4 0.1 0.0 0.0 6.3 0.0 68.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 2.5 2.7 0.1 6.5 2.9 0.1 0.0 0.0 5.2 0.0 33.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.7 14.2 14.1 104.2 24.6 9.3 43.6 0.0 0.0 54.4 26.4 101.0 LnGrp LOS D B B F C A D A A D C F Approach Vol, veh/h 730 935 4 1137 Approach Delay, s/veh 33.8 20.4 43.6 87.0 Approach LOS C C D F Timer - Assigned Phs 1 2 45678 Phs Duration (G+Y+Rc), s 4.7 70.3 45.0 19.6 55.4 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 59.0 40.5 37.5 28.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.1 8.4 42.5 13.9 17.6 13.1 2.2 Green Ext Time (p_c), s 0.0 2.2 0.0 1.2 3.9 0.5 0.0 Intersection Summary HCM 6th Ctrl Delay 50.9 HCM 6th LOS D 7.1-22 Lanes, Volumes, Timings 2040 NP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 136 195 359 18 254 284 274 545 39 183 434 291 Future Volume (vph) 136 195 359 18 254 284 274 545 39 183 434 291 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Protected Phases 7 4 38152 16 Permitted Phases 8 Detector Phase 7 4 38152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 Total Split (s)20.0 37.5 11.5 29.0 26.6 32.0 44.4 26.6 39.0 Total Split (%)16.7% 31.3% 9.6% 24.2% 22.2% 26.7% 37.0% 22.2% 32.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 7.1-23 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 136 195 359 18 254 284 274 545 39 183 434 291 Future Volume (veh/h) 136 195 359 18 254 284 274 545 39 183 434 291 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 139 199 366 18 259 290 280 556 40 187 443 297 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 166 444 396 46 341 481 309 1449 104 216 773 515 Arrive On Green 0.10 0.26 0.26 0.03 0.19 0.19 0.18 0.44 0.44 0.12 0.39 0.39 Sat Flow, veh/h 1734 1730 1543 1734 1821 1543 1734 3274 235 1734 1988 1324 Grp Volume(v), veh/h 139 199 366 18 259 290 280 293 303 187 385 355 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1730 1779 1734 1730 1583 Q Serve(g_s), s 9.5 11.6 27.7 1.2 16.2 19.1 19.0 13.7 13.7 12.7 21.0 21.2 Cycle Q Clear(g_c), s 9.5 11.6 27.7 1.2 16.2 19.1 19.0 13.7 13.7 12.7 21.0 21.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.84 Lane Grp Cap(c), veh/h 166 444 396 46 341 481 309 766 788 216 673 615 V/C Ratio(X) 0.84 0.45 0.92 0.39 0.76 0.60 0.90 0.38 0.38 0.87 0.57 0.58 Avail Cap(c_a), veh/h 224 476 424 101 372 507 397 766 788 319 673 615 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.4 37.5 43.5 57.5 46.2 35.0 48.3 22.4 22.5 51.6 28.8 28.9 Incr Delay (d2), s/veh 18.4 0.7 25.1 5.4 8.1 1.8 20.2 1.5 1.4 15.1 3.5 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 4.9 12.9 0.6 7.9 7.2 9.6 5.5 5.7 6.2 8.9 8.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.7 38.2 68.6 62.9 54.3 36.8 68.5 23.9 23.9 66.7 32.4 32.8 LnGrp LOS E D E E D D E C C E C C Approach Vol, veh/h 704 567 876 927 Approach Delay, s/veh 60.6 45.6 38.1 39.4 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.4 57.6 7.7 35.3 25.9 51.2 16.0 27.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.1 39.9 7.0 33.0 27.5 34.5 15.5 24.5 Max Q Clear Time (g_c+I1), s 14.7 15.7 3.2 29.7 21.0 23.2 11.5 21.1 Green Ext Time (p_c), s 0.3 3.2 0.0 1.0 0.4 3.2 0.1 0.8 Intersection Summary HCM 6th Ctrl Delay 45.1 HCM 6th LOS D 7.1-24 Lanes, Volumes, Timings 2040 NP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 136 195 359 18 254 284 274 545 39 183 434 291 Future Volume (vph) 136 195 359 18 254 284 274 545 39 183 434 291 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 100 150 320 150 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 74538152 16 Permitted Phases 4 8 6 Detector Phase 74538152 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)25.0 37.0 38.0 12.0 24.0 29.0 38.0 42.0 29.0 33.0 33.0 Total Split (%)20.8% 30.8% 31.7% 10.0% 20.0% 24.2% 31.7% 35.0% 24.2% 27.5% 27.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 7.1-25 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 136 195 359 18 254 284 274 545 39 183 434 291 Future Volume (veh/h) 136 195 359 18 254 284 274 545 39 183 434 291 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 139 199 366 18 259 290 280 556 40 187 443 297 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 167 804 636 46 562 443 312 1527 110 217 1424 635 Arrive On Green 0.10 0.23 0.23 0.03 0.16 0.16 0.18 0.47 0.47 0.12 0.41 0.41 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 3274 235 1734 3460 1543 Grp Volume(v), veh/h 139 199 366 18 259 290 280 293 303 187 443 297 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1730 1779 1734 1730 1543 Q Serve(g_s), s 9.4 5.6 21.9 1.2 8.1 19.5 19.0 13.1 13.1 12.7 10.4 16.8 Cycle Q Clear(g_c), s 9.4 5.6 21.9 1.2 8.1 19.5 19.0 13.1 13.1 12.7 10.4 16.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 167 804 636 46 562 443 312 807 830 217 1424 635 V/C Ratio(X) 0.83 0.25 0.58 0.39 0.46 0.65 0.90 0.36 0.36 0.86 0.31 0.47 Avail Cap(c_a), veh/h 296 937 695 108 562 443 484 807 830 354 1424 635 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.3 37.5 27.2 57.5 45.5 37.5 48.1 20.6 20.6 51.5 23.8 25.7 Incr Delay (d2), s/veh 10.3 0.2 1.0 5.4 0.6 3.4 13.4 1.3 1.2 11.5 0.6 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 2.3 7.9 0.6 3.5 7.6 9.0 5.2 5.4 6.0 4.1 6.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.5 37.7 28.2 62.9 46.1 41.0 61.5 21.8 21.8 63.0 24.4 28.2 LnGrp LOS E D C E D D E C C E C C Approach Vol, veh/h 704 567 876 927 Approach Delay, s/veh 37.8 44.0 34.5 33.4 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.5 60.5 7.7 32.4 26.1 53.9 16.0 24.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 37.5 7.5 32.5 33.5 28.5 20.5 19.5 Max Q Clear Time (g_c+I1), s 14.7 15.1 3.2 23.9 21.0 18.8 11.4 21.5 Green Ext Time (p_c), s 0.3 3.1 0.0 1.6 0.6 2.6 0.2 0.0 Intersection Summary HCM 6th Ctrl Delay 36.7 HCM 6th LOS D 7.1-26 Lanes, Volumes, Timings 2040 NP AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)77 301 129 344 85 104 139 589 276 134 934 58 Future Volume (vph)77 301 129 344 85 104 139 589 276 134 934 58 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 732 913 1519 Travel Time (s)9.1 16.6 12.5 20.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 52216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)16.7 22.6 34.8 40.7 18.5 40.2 40.2 22.4 44.1 Total Split (%)13.9% 18.8% 29.0% 33.9% 15.4% 33.5% 33.5% 18.7% 36.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 7.1-27 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 301 129 344 85 104 139 589 276 134 934 58 Future Volume (veh/h) 77 301 129 344 85 104 139 589 276 134 934 58 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 79 307 132 351 87 106 142 601 282 137 953 59 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 100 350 147 380 534 477 168 1346 600 164 1279 79 Arrive On Green 0.06 0.15 0.15 0.22 0.31 0.31 0.10 0.39 0.39 0.09 0.39 0.39 Sat Flow, veh/h 1734 2373 998 1734 1730 1543 1734 3460 1543 1734 3309 205 Grp Volume(v), veh/h 79 222 217 351 87 106 142 601 282 137 498 514 Grp Sat Flow(s),veh/h/ln 1734 1730 1641 1734 1730 1543 1734 1730 1543 1734 1730 1784 Q Serve(g_s), s 5.4 15.1 15.6 23.8 4.4 6.1 9.7 15.4 16.4 9.3 29.8 29.8 Cycle Q Clear(g_c), s 5.4 15.1 15.6 23.8 4.4 6.1 9.7 15.4 16.4 9.3 29.8 29.8 Prop In Lane 1.00 0.61 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 100 255 242 380 534 477 168 1346 600 164 669 690 V/C Ratio(X) 0.79 0.87 0.90 0.92 0.16 0.22 0.84 0.45 0.47 0.83 0.74 0.74 Avail Cap(c_a), veh/h 176 261 248 438 534 477 202 1346 600 259 669 690 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.8 50.0 50.2 45.9 30.2 30.8 53.3 27.1 27.4 53.4 31.7 31.7 Incr Delay (d2), s/veh 12.9 25.1 31.0 23.6 0.1 0.2 23.3 1.1 2.6 12.4 7.4 7.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 8.0 8.2 12.7 1.9 2.3 5.2 6.2 6.5 4.5 13.1 13.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.7 75.1 81.2 69.5 30.3 31.0 76.6 28.2 30.0 65.8 39.1 38.9 LnGrp LOS E E F E C C E C C E D D Approach Vol, veh/h 518 544 1025 1149 Approach Delay, s/veh 76.7 55.7 35.4 42.2 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.9 51.2 30.8 22.2 16.1 50.9 11.4 41.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 17.9 35.7 30.3 18.1 14.0 39.6 12.2 36.2 Max Q Clear Time (g_c+I1), s 11.3 18.4 25.8 17.6 11.7 31.8 7.4 8.1 Green Ext Time (p_c), s 0.2 4.2 0.5 0.1 0.1 3.5 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 47.8 HCM 6th LOS D 7.1-28 Lanes, Volumes, Timings 2040 NP AM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)77 301 129 344 85 104 139 589 276 134 934 58 Future Volume (vph)77 301 129 344 85 104 139 589 276 134 934 58 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 1 1 0 2 1 2 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 732 913 1519 Travel Time (s)9.1 16.6 12.5 20.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 52316 Permitted Phases 4 2 Detector Phase 74438 52316 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 11.5 22.5 11.5 11.5 22.5 Total Split (s)16.8 22.6 22.6 37.0 42.8 12.2 46.2 37.0 14.2 48.2 Total Split (%)14.0% 18.8% 18.8% 30.8% 35.7% 10.2% 38.5% 30.8% 11.8% 40.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 7.1-29 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 301 129 344 85 104 139 589 276 134 934 58 Future Volume (veh/h) 77 301 129 344 85 104 139 589 276 134 934 58 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 79 307 132 351 87 106 142 601 282 137 953 59 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 100 388 173 381 475 423 195 1593 1050 194 1523 94 Arrive On Green 0.06 0.11 0.11 0.22 0.27 0.27 0.06 0.46 0.46 0.06 0.46 0.46 Sat Flow, veh/h 1734 3460 1543 1734 1730 1543 3365 3460 1543 3365 3309 205 Grp Volume(v), veh/h 79 307 132 351 87 106 142 601 282 137 498 514 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1784 Q Serve(g_s), s 5.4 10.4 10.0 23.8 4.6 6.4 5.0 13.6 8.6 4.8 26.2 26.2 Cycle Q Clear(g_c), s 5.4 10.4 10.0 23.8 4.6 6.4 5.0 13.6 8.6 4.8 26.2 26.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 100 388 173 381 475 423 195 1593 1050 194 796 821 V/C Ratio(X) 0.79 0.79 0.76 0.92 0.18 0.25 0.73 0.38 0.27 0.71 0.63 0.63 Avail Cap(c_a), veh/h 178 522 233 470 552 493 216 1593 1050 272 796 821 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.8 51.9 51.7 45.8 33.3 33.9 55.6 21.1 7.5 55.5 24.6 24.6 Incr Delay (d2), s/veh 12.9 5.9 9.9 20.8 0.2 0.3 10.6 0.7 0.6 4.8 3.7 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 4.7 4.3 12.4 2.0 2.5 2.3 5.3 2.9 2.1 10.8 11.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.7 57.8 61.6 66.6 33.5 34.2 66.2 21.8 8.1 60.3 28.2 28.1 LnGrp LOS EEEECCECAECC Approach Vol, veh/h 518 544 1025 1149 Approach Delay, s/veh 60.5 55.0 24.2 32.0 Approach LOS E D C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.4 59.7 30.9 17.9 11.4 59.7 11.4 37.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.7 41.7 32.5 18.1 7.7 43.7 12.3 38.3 Max Q Clear Time (g_c+I1), s 6.8 15.6 25.8 12.4 7.0 28.2 7.4 8.4 Green Ext Time (p_c), s 0.1 4.7 0.6 1.1 0.0 5.2 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 38.0 HCM 6th LOS D 7.1-30 Lanes, Volumes, Timings 2040 NP AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)32 391 97 49 224 235 49 746 80 234 922 65 Future Volume (vph)32 391 97 49 224 235 49 746 80 234 922 65 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft)60 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 6 Detector Phase 7 4 38152 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)11.6 29.6 13.8 31.8 32.0 13.8 44.6 32.0 62.8 62.8 Total Split (%)9.7% 24.7% 11.5% 26.5% 26.7% 11.5% 37.2% 26.7% 52.3% 52.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 13: Monroe St. & Airport Bl. 7.1-31 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 391 97 49 224 235 49 746 80 234 922 65 Future Volume (veh/h) 32 391 97 49 224 235 49 746 80 234 922 65 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 33 399 99 50 229 240 50 761 82 239 941 66 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 67 469 115 82 618 515 82 1504 162 269 2025 903 Arrive On Green 0.04 0.17 0.17 0.05 0.18 0.18 0.05 0.48 0.48 0.16 0.59 0.59 Sat Flow, veh/h 1734 2753 676 1734 3460 1543 1734 3151 339 1734 3460 1543 Grp Volume(v), veh/h 33 249 249 50 229 240 50 418 425 239 941 66 Grp Sat Flow(s),veh/h/ln 1734 1730 1699 1734 1730 1543 1734 1730 1760 1734 1730 1543 Q Serve(g_s), s 2.2 16.8 17.1 3.4 7.0 14.7 3.4 20.0 20.0 16.2 18.6 2.2 Cycle Q Clear(g_c), s 2.2 16.8 17.1 3.4 7.0 14.7 3.4 20.0 20.0 16.2 18.6 2.2 Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.19 1.00 1.00 Lane Grp Cap(c), veh/h 67 294 289 82 618 515 82 826 840 269 2025 903 V/C Ratio(X) 0.49 0.85 0.86 0.61 0.37 0.47 0.61 0.51 0.51 0.89 0.46 0.07 Avail Cap(c_a), veh/h 103 362 355 134 787 591 134 826 840 397 2025 903 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.74 0.74 0.74 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 48.3 48.4 56.1 43.4 31.5 56.1 21.6 21.6 49.7 14.2 10.8 Incr Delay (d2), s/veh 4.0 11.0 12.5 7.1 0.4 0.7 7.1 2.2 2.2 15.2 0.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 7.9 8.0 1.6 2.9 5.3 1.6 8.0 8.2 7.9 6.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.5 59.3 60.9 63.2 43.7 32.2 63.2 23.8 23.8 64.9 15.0 10.9 LnGrp LOS EEEEDCECCEBB Approach Vol, veh/h 531 519 893 1246 Approach Delay, s/veh 60.1 40.3 26.0 24.3 Approach LOS E D C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 23.1 61.8 10.2 24.9 10.2 74.7 9.2 25.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 40.1 9.3 25.1 9.3 58.3 7.1 27.3 Max Q Clear Time (g_c+I1), s 18.2 22.0 5.4 19.1 5.4 20.6 4.2 16.7 Green Ext Time (p_c), s 0.4 4.4 0.0 1.3 0.0 7.2 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 33.3 HCM 6th LOS C 7.1-32 Lanes, Volumes, Timings 2040 NP AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 169 466 217 108 392 52 79 896 152 51 1120 209 Future Volume (vph) 169 466 217 108 392 52 79 896 152 51 1120 209 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 2 1 1 1 1 1 1 1 Taper Length (ft)100 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)15.0 28.0 28.0 19.1 32.1 32.1 16.3 59.5 59.5 13.4 56.6 56.6 Total Split (%)12.5% 23.3% 23.3% 15.9% 26.8% 26.8% 13.6% 49.6% 49.6% 11.2% 47.2% 47.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 7.1-33 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 466 217 108 392 52 79 896 152 51 1120 209 Future Volume (veh/h) 169 466 217 108 392 52 79 896 152 51 1120 209 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 172 476 221 110 400 53 81 914 155 52 1143 213 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 339 578 245 135 506 214 102 2059 873 83 2020 856 Arrive On Green 0.10 0.16 0.16 0.08 0.14 0.14 0.06 0.57 0.57 0.05 0.55 0.55 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 1734 3642 1543 1734 3642 1543 Grp Volume(v), veh/h 172 476 221 110 400 53 81 914 155 52 1143 213 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 5.6 15.2 14.2 7.5 12.7 3.2 5.5 17.5 3.8 3.5 24.4 5.2 Cycle Q Clear(g_c), s 5.6 15.2 14.2 7.5 12.7 3.2 5.5 17.5 3.8 3.5 24.4 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 339 578 245 135 506 214 102 2059 873 83 2020 856 V/C Ratio(X) 0.51 0.82 0.90 0.81 0.79 0.25 0.79 0.44 0.18 0.62 0.57 0.25 Avail Cap(c_a), veh/h 339 713 302 211 838 355 171 2059 873 129 2020 856 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.4 48.8 35.0 54.5 50.0 33.9 55.7 15.1 5.3 56.1 17.4 5.2 Incr Delay (d2), s/veh 1.2 6.4 25.0 12.7 2.8 0.6 12.8 0.7 0.4 7.4 1.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 7.1 6.7 3.6 5.7 1.4 2.7 6.7 1.8 1.7 9.5 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.6 55.3 60.0 67.2 52.8 34.4 68.5 15.8 5.7 63.5 18.5 5.9 LnGrp LOS D E E E D C EBAEBA Approach Vol, veh/h 869 563 1150 1408 Approach Delay, s/veh 56.0 53.9 18.2 18.3 Approach LOS E D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.3 72.3 13.8 23.5 11.6 71.0 16.2 21.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.9 55.0 14.6 23.5 11.8 52.1 10.5 27.6 Max Q Clear Time (g_c+I1), s 5.5 19.5 9.5 17.2 7.5 26.4 7.6 14.7 Green Ext Time (p_c), s 0.0 7.2 0.1 1.9 0.0 9.1 0.1 1.9 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C 7.1-34 Lanes, Volumes, Timings 2040 NP AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 135 587 213 71 554 178 237 747 51 188 1075 62 Future Volume (vph) 135 587 213 71 554 178 237 747 51 188 1075 62 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)21.0 35.8 35.8 15.2 30.0 30.0 18.0 52.5 52.5 16.5 51.0 51.0 Total Split (%)17.5% 29.8% 29.8% 12.7% 25.0% 25.0% 15.0% 43.8% 43.8% 13.8% 42.5% 42.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 7.1-35 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 587 213 71 554 178 237 747 51 188 1075 62 Future Volume (veh/h) 135 587 213 71 554 178 237 747 51 188 1075 62 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 138 599 217 72 565 182 242 762 52 192 1097 63 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 165 817 346 92 664 282 300 1816 769 249 1761 746 Arrive On Green 0.10 0.22 0.22 0.05 0.18 0.18 0.09 0.50 0.50 0.07 0.48 0.48 Sat Flow, veh/h 1734 3642 1543 1734 3642 1543 3365 3642 1543 3365 3642 1543 Grp Volume(v), veh/h 138 599 217 72 565 182 242 762 52 192 1097 63 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1682 1821 1543 1682 1821 1543 Q Serve(g_s), s 9.4 18.3 15.2 4.9 18.0 13.1 8.5 15.9 2.1 6.7 26.7 2.6 Cycle Q Clear(g_c), s 9.4 18.3 15.2 4.9 18.0 13.1 8.5 15.9 2.1 6.7 26.7 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 165 817 346 92 664 282 300 1816 769 249 1761 746 V/C Ratio(X) 0.84 0.73 0.63 0.78 0.85 0.65 0.81 0.42 0.07 0.77 0.62 0.08 Avail Cap(c_a), veh/h 238 950 403 155 774 328 379 1816 769 336 1761 746 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.4 43.2 42.0 56.1 47.5 45.5 53.6 19.1 15.6 54.6 22.9 16.7 Incr Delay (d2), s/veh 15.7 2.5 2.4 13.4 7.9 3.5 9.8 0.7 0.2 7.4 1.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 8.1 5.7 2.4 8.5 5.1 3.9 6.4 0.7 3.0 10.9 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.1 45.7 44.4 69.5 55.4 48.9 63.5 19.8 15.8 62.0 24.6 16.9 LnGrp LOS E D D E E D EBBECB Approach Vol, veh/h 954 819 1056 1352 Approach Delay, s/veh 48.8 55.2 29.6 29.5 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.4 64.3 10.9 31.4 15.2 62.5 15.9 26.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.0 48.0 10.7 31.3 13.5 46.5 16.5 25.5 Max Q Clear Time (g_c+I1), s 8.7 17.9 6.9 20.3 10.5 28.7 11.4 20.0 Green Ext Time (p_c), s 0.2 5.2 0.0 3.2 0.2 6.9 0.1 1.9 Intersection Summary HCM 6th Ctrl Delay 39.0 HCM 6th LOS D 7.1-36 Lanes, Volumes, Timings 2040 NP AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 760 101 38 654 130 79 929 48 102 1337 53 Future Volume (vph)30 760 101 38 654 130 79 929 48 102 1337 53 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 2 1 1 1 2 1 2 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16 Permitted Phases 4 8 2 Detector Phase 74438152216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 20.5 11.5 20.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)11.6 36.0 36.0 11.6 36.0 11.8 11.6 60.6 60.6 11.8 60.8 Total Split (%)9.7% 30.0% 30.0% 9.7% 30.0% 9.8% 9.7% 50.5% 50.5% 9.8% 50.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 0.0 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 11.5 (10%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 7.1-37 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 760 101 38 654 130 79 929 48 102 1337 53 Future Volume (veh/h) 30 760 101 38 654 130 79 929 48 102 1337 53 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 31 776 103 39 667 133 81 948 49 104 1364 54 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 245 888 376 81 800 433 203 1878 789 210 1801 71 Arrive On Green 0.07 0.24 0.24 0.05 0.22 0.22 0.06 0.54 0.54 0.06 0.54 0.54 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 3469 3642 1543 3469 3480 138 Grp Volume(v), veh/h 31 776 103 39 667 133 81 948 49 104 713 705 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1796 Q Serve(g_s), s 1.0 24.6 5.3 2.6 21.0 6.2 2.7 19.7 1.4 3.5 36.4 36.6 Cycle Q Clear(g_c), s 1.0 24.6 5.3 2.6 21.0 6.2 2.7 19.7 1.4 3.5 36.4 36.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 245 888 376 81 800 433 203 1878 789 210 943 930 V/C Ratio(X) 0.13 0.87 0.27 0.48 0.83 0.31 0.40 0.50 0.06 0.49 0.76 0.76 Avail Cap(c_a), veh/h 245 971 412 110 971 505 220 1878 789 225 943 930 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.3 43.6 24.9 55.8 44.7 20.1 54.3 17.9 8.1 54.4 21.5 21.6 Incr Delay (d2), s/veh 0.2 8.4 0.4 4.4 5.3 0.4 1.3 1.0 0.2 1.8 5.6 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 11.6 2.4 1.2 9.7 2.5 1.2 7.6 0.6 1.5 15.1 15.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.5 52.0 25.3 60.2 50.1 20.5 55.5 18.8 8.2 56.2 27.2 27.3 LnGrp LOS D D C E D C EBAECC Approach Vol, veh/h 910 839 1078 1522 Approach Delay, s/veh 49.0 45.8 21.1 29.2 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.3 65.9 9.6 33.3 11.0 66.1 12.5 30.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.3 56.1 7.1 31.5 7.1 56.3 7.1 31.5 Max Q Clear Time (g_c+I1), s 5.5 21.7 4.6 26.6 4.7 38.6 3.0 23.0 Green Ext Time (p_c), s 0.0 7.0 0.0 2.2 0.0 8.4 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 34.5 HCM 6th LOS C 7.1-38 Lanes, Volumes, Timings 2040 NP AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)36 501 39 15 349 20 45 708 5 23 769 23 Future Volume (vph)36 501 39 15 349 20 45 708 5 23 769 23 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)4534 1079 1013 510 Travel Time (s) 61.8 14.7 12.6 6.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)14.0 37.0 13.0 36.0 16.0 57.0 13.0 54.0 Total Split (%)11.7% 30.8% 10.8% 30.0% 13.3% 47.5% 10.8% 45.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 17: Jackson St. & 58th Avenue 7.1-39 HCM 6th Signalized Intersection Summary 2040 NP AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 501 39 15 349 20 45 708 5 23 769 23 Future Volume (veh/h) 36 501 39 15 349 20 45 708 5 23 769 23 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 37 511 40 15 356 20 46 722 5 23 785 23 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 72 610 48 40 564 32 79 2142 15 54 2038 60 Arrive On Green 0.04 0.19 0.19 0.02 0.17 0.17 0.05 0.61 0.61 0.03 0.59 0.59 Sat Flow, veh/h 1734 3252 254 1734 3331 186 1734 3522 24 1734 3433 101 Grp Volume(v), veh/h 37 271 280 15 184 192 46 355 372 23 396 412 Grp Sat Flow(s),veh/h/ln 1734 1730 1775 1734 1730 1788 1734 1730 1817 1734 1730 1803 Q Serve(g_s), s 2.5 18.1 18.2 1.0 11.9 12.0 3.1 12.1 12.1 1.6 14.5 14.5 Cycle Q Clear(g_c), s 2.5 18.1 18.2 1.0 11.9 12.0 3.1 12.1 12.1 1.6 14.5 14.5 Prop In Lane 1.00 0.14 1.00 0.10 1.00 0.01 1.00 0.06 Lane Grp Cap(c), veh/h 72 325 333 40 293 303 79 1052 1105 54 1027 1070 V/C Ratio(X) 0.52 0.84 0.84 0.38 0.63 0.63 0.58 0.34 0.34 0.42 0.39 0.39 Avail Cap(c_a), veh/h 137 469 481 123 454 469 166 1052 1105 123 1027 1070 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.3 47.0 47.0 57.8 46.3 46.4 56.1 11.6 11.6 57.1 12.8 12.8 Incr Delay (d2), s/veh 5.6 8.6 8.7 5.8 2.2 2.2 6.5 0.9 0.8 5.2 1.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 8.3 8.5 0.5 5.1 5.3 1.5 4.3 4.5 0.7 5.2 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.0 55.5 55.7 63.6 48.6 48.6 62.7 12.5 12.4 62.3 13.9 13.9 LnGrp LOS EEEEDDEBBEBB Approach Vol, veh/h 588 391 773 831 Approach Delay, s/veh 56.0 49.1 15.4 15.3 Approach LOS E D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.2 77.5 7.3 27.0 10.0 75.7 9.5 24.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 52.5 8.5 32.5 11.5 49.5 9.5 31.5 Max Q Clear Time (g_c+I1), s 3.6 14.1 3.0 20.2 5.1 16.5 4.5 14.0 Green Ext Time (p_c), s 0.0 4.1 0.0 2.3 0.0 4.6 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 29.7 HCM 6th LOS C 7.1-40 Lanes, Volumes, Timings 2040 NP PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 280 215 45 10 253 684 80 1020 7 413 877 342 Future Volume (vph) 280 215 45 10 253 684 80 1020 7 413 877 342 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 2 6 Detector Phase 7 4 381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)24.0 35.0 11.5 22.5 33.0 16.9 40.5 40.5 33.0 56.6 56.6 Total Split (%)20.0% 29.2% 9.6% 18.8% 27.5% 14.1% 33.8% 33.8% 27.5% 47.2% 47.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 7.1-41 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 280 215 45 10 253 684 80 1020 7 413 877 342 Future Volume (veh/h) 280 215 45 10 253 684 80 1020 7 413 877 342 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 286 219 46 10 258 698 82 1041 7 421 895 349 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 282 836 172 29 507 598 185 1038 463 418 1502 670 Arrive On Green 0.16 0.29 0.29 0.02 0.15 0.15 0.11 0.30 0.30 0.24 0.43 0.43 Sat Flow, veh/h 1734 2856 589 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 286 131 134 10 258 698 82 1041 7 421 895 349 Grp Sat Flow(s),veh/h/ln 1734 1730 1715 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 19.5 7.0 7.2 0.7 8.3 15.2 5.3 36.0 0.3 28.9 23.7 11.5 Cycle Q Clear(g_c), s 19.5 7.0 7.2 0.7 8.3 15.2 5.3 36.0 0.3 28.9 23.7 11.5 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 282 506 502 29 507 598 185 1038 463 418 1502 670 V/C Ratio(X) 1.01 0.26 0.27 0.35 0.51 1.17 0.44 1.00 0.02 1.01 0.60 0.52 Avail Cap(c_a), veh/h 282 506 502 101 519 603 185 1038 463 418 1502 670 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.3 32.5 32.6 58.4 47.2 15.1 50.3 42.0 22.3 45.5 25.9 8.4 Incr Delay (d2), s/veh 57.4 0.3 0.3 7.1 0.8 92.3 1.7 28.6 0.1 46.0 1.7 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.6 2.8 2.9 0.3 3.5 22.6 2.3 18.6 0.1 17.2 9.5 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 107.7 32.8 32.9 65.5 48.0 107.4 51.9 70.6 22.4 91.5 27.7 11.2 LnGrp LOS F C C E D F D F C F C B Approach Vol, veh/h 551 966 1130 1665 Approach Delay, s/veh 71.7 91.1 69.0 40.4 Approach LOS E F E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 33.4 40.5 6.5 39.6 17.3 56.6 24.0 22.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 28.5 36.0 7.0 30.5 12.4 52.1 19.5 18.0 Max Q Clear Time (g_c+I1), s 30.9 38.0 2.7 9.2 7.3 25.7 21.5 17.2 Green Ext Time (p_c), s 0.0 0.0 0.0 1.2 0.1 7.5 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 63.2 HCM 6th LOS E 7.1-42 Lanes, Volumes, Timings 2040 NP PM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 280 215 45 10 253 684 80 1020 7 413 877 342 Future Volume (vph) 280 215 45 10 253 684 80 1020 7 413 877 342 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 2 6 Detector Phase 7 4 381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)15.8 26.8 11.5 22.5 39.3 16.9 42.4 42.4 39.3 64.8 64.8 Total Split (%)13.2% 22.3% 9.6% 18.8% 32.8% 14.1% 35.3% 35.3% 32.8% 54.0% 54.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 103 (86%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 7.1-43 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 280 215 45 10 253 684 80 1020 7 413 877 342 Future Volume (veh/h) 280 215 45 10 253 684 80 1020 7 413 877 342 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 286 219 46 10 258 698 82 1041 7 421 895 349 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 317 307 65 29 460 679 209 1093 487 532 1739 776 Arrive On Green 0.09 0.21 0.21 0.02 0.13 0.13 0.12 0.32 0.32 0.31 0.50 0.50 Sat Flow, veh/h 3365 1459 307 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 286 0 265 10 258 698 82 1041 7 421 895 349 Grp Sat Flow(s),veh/h/ln 1682 0 1766 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 10.1 0.0 16.7 0.7 8.4 12.4 5.2 35.3 0.3 26.7 20.8 11.5 Cycle Q Clear(g_c), s 10.1 0.0 16.7 0.7 8.4 12.4 5.2 35.3 0.3 26.7 20.8 11.5 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 317 0 372 29 460 679 209 1093 487 532 1739 776 V/C Ratio(X) 0.90 0.00 0.71 0.35 0.56 1.03 0.39 0.95 0.01 0.79 0.51 0.45 Avail Cap(c_a), veh/h 317 0 372 101 519 705 209 1093 487 532 1739 776 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.8 0.0 44.0 58.4 48.7 15.2 48.7 40.2 21.2 38.1 20.0 8.4 Incr Delay (d2), s/veh 27.4 0.0 6.3 7.1 1.1 41.6 1.2 18.0 0.1 7.9 1.1 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 0.0 7.7 0.3 3.6 17.5 2.3 16.9 0.1 11.9 8.0 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.2 0.0 50.2 65.5 49.8 56.8 49.9 58.1 21.2 46.0 21.1 10.2 LnGrp LOS F A D E D F D E C D C B Approach Vol, veh/h 551 966 1130 1665 Approach Delay, s/veh 66.3 55.0 57.3 25.1 Approach LOS E E E C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 41.3 42.4 6.5 29.8 18.9 64.8 15.8 20.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 34.8 37.9 7.0 22.3 12.4 60.3 11.3 18.0 Max Q Clear Time (g_c+I1), s 28.7 37.3 2.7 18.7 7.2 22.8 12.1 14.4 Green Ext Time (p_c), s 0.7 0.4 0.0 0.4 0.1 8.1 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 45.5 HCM 6th LOS D 7.1-44 Lanes, Volumes, Timings 2040 NP PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 346 332 1 1621 300 146 1265 Future Volume (vph) 346 332 1 1621 300 146 1265 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)34.0 34.0 11.5 67.8 67.8 18.2 74.5 Total Split (%)28.3% 28.3% 9.6% 56.5% 56.5% 15.2% 62.1% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 7.1-45 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 346 332 1 1621 300 146 1265 Future Volume (veh/h) 346 332 1 1621 300 146 1265 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 353 339 1654 306 149 1291 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 415 369 1840 821 224 2402 Arrive On Green 0.24 0.24 0.53 0.53 0.13 0.69 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 353 339 1654 306 149 1291 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 23.3 25.7 51.5 4.6 9.8 21.8 Cycle Q Clear(g_c), s 23.3 25.7 51.5 4.6 9.8 21.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 415 369 1840 821 224 2402 V/C Ratio(X) 0.85 0.92 0.90 0.37 0.67 0.54 Avail Cap(c_a), veh/h 434 386 1840 821 224 2402 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.69 0.69 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 44.5 25.2 1.9 49.8 9.0 Incr Delay (d2), s/veh 10.5 19.9 7.5 1.3 7.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.8 11.4 20.6 4.0 4.6 6.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.1 64.4 32.7 3.2 57.0 9.8 LnGrp LOS D E C A E A Approach Vol, veh/h 692 1960 1440 Approach Delay, s/veh 59.1 28.1 14.7 Approach LOS E C B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 19.5 67.8 87.3 32.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.7 63.3 70.0 29.5 Max Q Clear Time (g_c+I1), s 11.8 53.5 23.8 27.7 Green Ext Time (p_c), s 0.1 7.4 11.3 0.5 Intersection Summary HCM 6th Ctrl Delay 28.6 HCM 6th LOS C Notes User approved ignoring U-Turning movement. 7.1-46 Lanes, Volumes, Timings 2040 NP PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 521 1181 95 450 470 774 1455 216 263 889 51 Future Volume (vph)84 521 1181 95 450 470 774 1455 216 263 889 51 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 1 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16 Permitted Phases Free 8 2 Detector Phase 7 4 38152216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)11.5 24.0 12.3 24.8 24.2 37.6 59.5 59.5 24.2 46.1 Total Split (%)9.6% 20.0% 10.3% 20.7% 20.2% 31.3% 49.6% 49.6% 20.2% 38.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 7.1-47 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 521 1181 95 450 470 774 1455 216 263 889 51 Future Volume (veh/h) 84 521 1181 95 450 470 774 1455 216 263 889 51 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 86 532 0 97 459 480 790 1485 220 268 907 52 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 101 562 113 585 514 928 1586 707 285 1153 66 Arrive On Green 0.06 0.16 0.00 0.07 0.17 0.17 0.28 0.46 0.46 0.16 0.35 0.35 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 1734 3326 191 Grp Volume(v), veh/h 86 532 0 97 459 480 790 1485 220 268 472 487 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1787 Q Serve(g_s), s 5.9 18.3 0.0 6.6 15.2 12.3 26.7 48.9 8.0 18.3 29.4 29.4 Cycle Q Clear(g_c), s 5.9 18.3 0.0 6.6 15.2 12.3 26.7 48.9 8.0 18.3 29.4 29.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 101 562 113 585 514 928 1586 707 285 600 619 V/C Ratio(X)0.85 0.95 0.86 0.78 0.93 0.85 0.94 0.31 0.94 0.79 0.79 Avail Cap(c_a), veh/h 101 562 113 585 514 928 1586 707 285 600 619 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.09 0.09 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 49.7 0.0 55.6 47.8 24.4 41.1 30.8 11.3 49.6 35.2 35.2 Incr Delay (d2), s/veh 6.3 4.0 0.0 44.9 6.9 24.2 7.6 11.8 1.1 37.8 10.0 9.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 7.8 0.0 4.2 6.8 15.6 11.5 21.1 3.7 10.6 13.3 13.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.3 53.7 0.0 100.4 54.7 48.6 48.8 42.7 12.4 87.4 45.2 44.9 LnGrp LOS E D F DDDDBFDD Approach Vol, veh/h 618 A 1036 2495 1227 Approach Delay, s/veh 54.9 56.1 41.9 54.3 Approach LOS D E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.2 59.5 12.3 24.0 37.6 46.1 11.5 24.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.7 55.0 7.8 19.5 33.1 41.6 7.0 20.3 Max Q Clear Time (g_c+I1), s 20.3 50.9 8.6 20.3 28.7 31.4 7.9 17.2 Green Ext Time (p_c), s 0.0 3.2 0.0 0.0 1.3 3.9 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 49.0 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 7.1-48 Lanes, Volumes, Timings 2040 NP PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 135 696 118 104 940 224 276 1368 167 223 933 139 Future Volume (vph) 135 696 118 104 940 224 276 1368 167 223 933 139 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)14.6 38.3 38.3 15.4 39.1 39.1 17.6 53.0 53.0 13.3 48.7 48.7 Total Split (%)12.2% 31.9% 31.9% 12.8% 32.6% 32.6% 14.7% 44.2% 44.2% 11.1% 40.6% 40.6% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 105 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 7.1-49 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 696 118 104 940 224 276 1368 167 223 933 139 Future Volume (veh/h) 135 696 118 104 940 224 276 1368 167 223 933 139 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 138 710 120 106 959 229 282 1396 170 228 952 142 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 146 1030 459 130 998 445 367 1398 624 247 1274 568 Arrive On Green 0.08 0.30 0.30 0.07 0.29 0.29 0.11 0.40 0.40 0.07 0.37 0.37 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 138 710 120 106 959 229 282 1396 170 228 952 142 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 9.5 21.8 5.2 7.2 32.7 11.8 9.8 48.4 6.6 8.1 28.8 5.7 Cycle Q Clear(g_c), s 9.5 21.8 5.2 7.2 32.7 11.8 9.8 48.4 6.6 8.1 28.8 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 146 1030 459 130 998 445 367 1398 624 247 1274 568 V/C Ratio(X) 0.95 0.69 0.26 0.82 0.96 0.51 0.77 1.00 0.27 0.92 0.75 0.25 Avail Cap(c_a), veh/h 146 1030 459 158 998 445 367 1398 624 247 1274 568 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.7 37.2 17.5 54.7 42.0 22.4 52.0 35.7 13.4 55.3 33.0 14.8 Incr Delay (d2), s/veh 58.0 3.8 1.4 23.3 20.5 4.2 9.4 23.6 1.1 37.3 4.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 9.4 2.6 3.9 15.9 4.5 4.5 23.4 3.1 4.6 12.1 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 112.7 41.0 18.9 78.0 62.6 26.6 61.4 59.4 14.5 92.6 37.1 15.8 LnGrp LOS F D B E E C E E B F D B Approach Vol, veh/h 968 1294 1848 1322 Approach Delay, s/veh 48.5 57.5 55.5 44.4 Approach LOS D E E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.3 53.0 13.5 40.2 17.6 48.7 14.6 39.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.8 48.5 10.9 33.8 13.1 44.2 10.1 34.6 Max Q Clear Time (g_c+I1), s 10.1 50.4 9.2 23.8 11.8 30.8 11.5 34.7 Green Ext Time (p_c), s 0.0 0.0 0.0 3.4 0.1 5.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 52.0 HCM 6th LOS D 7.1-50 Lanes, Volumes, Timings 2040 NP PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 264 822 174 78 909 439 195 1528 73 352 1227 277 Future Volume (vph) 264 822 174 78 909 439 195 1528 73 352 1227 277 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 5 2 16738 74 Permitted Phases 2684 Detector Phase 522167388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 11.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 44.8 44.8 13.2 36.0 17.8 12.5 44.2 44.2 17.8 49.5 49.5 Total Split (%)18.3% 37.3% 37.3% 11.0% 30.0% 14.8% 10.4% 36.8% 36.8% 14.8% 41.3% 41.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 77.7 (65%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 7.1-51 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 264 822 174 78 909 439 195 1528 73 352 1227 277 Future Volume (veh/h) 264 822 174 78 909 439 195 1528 73 352 1227 277 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 269 839 178 80 928 448 199 1559 74 359 1252 283 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 253 1213 541 100 908 576 224 1645 511 373 1298 579 Arrive On Green 0.18 0.42 0.42 0.07 0.31 0.31 0.08 0.40 0.40 0.13 0.45 0.45 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 4972 1543 3365 3460 1543 Grp Volume(v), veh/h 269 839 178 80 928 448 199 1559 74 359 1252 283 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1657 1543 1682 1730 1543 Q Serve(g_s), s 17.5 23.8 7.3 5.5 31.5 12.5 7.0 36.4 3.0 12.7 42.2 10.0 Cycle Q Clear(g_c), s 17.5 23.8 7.3 5.5 31.5 12.5 7.0 36.4 3.0 12.7 42.2 10.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 253 1213 541 100 908 576 224 1645 511 373 1298 579 V/C Ratio(X) 1.06 0.69 0.33 0.80 1.02 0.78 0.89 0.95 0.14 0.96 0.96 0.49 Avail Cap(c_a), veh/h 253 1213 541 126 908 576 224 1645 511 373 1298 579 HCM Platoon Ratio 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 29.5 15.5 55.1 41.1 15.0 54.8 35.2 16.3 51.8 32.2 10.4 Incr Delay (d2), s/veh 74.4 3.3 1.6 23.9 35.5 9.9 31.9 12.8 0.6 36.8 17.9 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.3 9.4 3.3 3.0 16.6 6.4 3.8 14.9 1.4 7.0 18.5 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 123.9 32.7 17.1 79.0 76.6 24.9 86.6 48.0 16.9 88.5 50.1 13.3 LnGrp LOS F C B E F C F D B F D B Approach Vol, veh/h 1286 1456 1832 1894 Approach Delay, s/veh 49.6 60.8 51.0 51.9 Approach LOS D E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.4 46.6 12.5 49.5 22.0 36.0 17.8 44.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.7 40.3 8.0 45.0 17.5 31.5 13.3 39.7 Max Q Clear Time (g_c+I1), s 7.5 25.8 9.0 44.2 19.5 33.5 14.7 38.4 Green Ext Time (p_c), s 0.0 5.2 0.0 0.6 0.0 0.0 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 53.2 HCM 6th LOS D 7.1-52 Lanes, Volumes, Timings 2040 NP PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 11 1365 6 251 53 1697 315 2 Future Volume (vph)31 24 2 34 11 1365 6 251 53 1697 315 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 1 1 0 1 1 2 1 Taper Length (ft)0 110 90 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 5 2 16738 74 Permitted Phases 2684 Detector Phase 522167388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.5 23.0 23.0 11.5 23.0 63.0 22.5 22.5 22.5 63.0 63.0 63.0 Total Split (%)9.6% 19.2% 19.2% 9.6% 19.2% 52.5% 18.8% 18.8% 18.8% 52.5% 52.5% 52.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None None Max Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 7.1-53 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 34 11 1365 6 251 53 1697 315 2 Future Volume (veh/h) 31 24 2 34 11 1365 6 251 53 1697 315 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 32 24 2 35 11 1393 6 256 54 1732 321 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 66 314 266 70 317 1797 260 519 232 1640 1687 752 Arrive On Green 0.04 0.17 0.17 0.04 0.17 0.17 0.15 0.15 0.15 0.49 0.49 0.49 Sat Flow, veh/h 1734 1821 1543 1734 1821 2716 1734 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 32 24 2 35 11 1393 6 256 54 1732 321 2 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1358 1734 1730 1543 1682 1730 1543 Q Serve(g_s), s 2.2 1.3 0.1 2.4 0.6 20.9 0.4 8.1 3.7 58.5 6.3 0.1 Cycle Q Clear(g_c), s 2.2 1.3 0.1 2.4 0.6 20.9 0.4 8.1 3.7 58.5 6.3 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 66 314 266 70 317 1797 260 519 232 1640 1687 752 V/C Ratio(X) 0.48 0.08 0.01 0.50 0.03 0.77 0.02 0.49 0.23 1.06 0.19 0.00 Avail Cap(c_a), veh/h 101 314 266 101 317 1797 260 519 232 1640 1687 752 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.44 0.44 0.44 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 41.7 41.2 56.4 41.2 14.1 43.5 46.8 44.9 30.8 17.4 15.8 Incr Delay (d2), s/veh 5.3 0.5 0.1 2.5 0.0 1.0 0.2 3.3 2.3 38.6 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.6 0.1 1.0 0.3 10.6 0.2 3.6 1.5 29.7 2.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.9 42.1 41.2 58.9 41.2 15.1 43.7 50.1 47.3 69.4 17.6 15.8 LnGrp LOS E D D E D B D D D F B B Approach Vol, veh/h 58 1439 316 2055 Approach Delay, s/veh 53.0 16.3 49.5 61.3 Approach LOS D B D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.3 25.2 22.5 63.0 9.1 25.4 63.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 18.5 18.0 58.5 7.0 18.5 58.5 18.0 Max Q Clear Time (g_c+I1), s 4.4 3.3 2.4 8.3 4.2 22.9 60.5 10.1 Green Ext Time (p_c), s 0.0 0.0 0.0 1.9 0.0 0.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 43.5 HCM 6th LOS D 7.1-54 Lanes, Volumes, Timings 2040 NP PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 122 538 547 34 876 565 593 1019 99 258 1133 216 Future Volume (vph) 122 538 547 34 876 565 593 1019 99 258 1133 216 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.1-55 MITIG8 - GPBO_Baseline_PM Wed Nov 13, 2019 16:45:15 Page 1-1 -------------------------------------------------------------------------------- The Wave - Coral Mountain TIA (JN:12615) 2040 Without Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Jefferson St. / Avenue 52 ******************************************************************************** Average Delay (sec/veh): 8.3 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 3 3 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 593 1019 99 258 1133 216 122 538 547 34 876 565 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 593 1019 99 258 1133 216 122 538 547 34 876 565 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.00 PHF Volume: 605 1040 101 263 1156 220 124 549 0 35 894 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 605 1040 101 263 1156 220 124 549 0 35 894 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 605 1040 101 263 1156 220 124 549 0 35 894 0 ------------|---------------||---------------||---------------||---------------| PCE Module: AutoPCE: 605 1040 101 263 1156 220 124 549 0 35 894 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 605 1040 101 263 1156 220 124 549 0 35 894 0 ------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours << CircVolume: 263 605 1419 1645 MaxVolume: 2234 1988 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2234 1988 xxxxxx xxxxxx ApproachVol: 1746 1640 xxxxxx xxxxxx ApproachV/C: 0.78 0.82 1.00 1.00 ApproachDel: 7.1 9.6 xxxxxx xxxxxx ApproachLOS: A A * * Queue: 9.3 11.2 xxxx xxxx Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 7.1-56 Lanes, Volumes, Timings 2040 NP PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 2 21 9 1 42 3 1807 7 23 1627 68 Future Volume (vph)66 2 21 9 1 42 3 1807 7 23 1627 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 7.1-57 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 2 21 9 1 42 3 1807 7 23 1627 68 Future Volume (veh/h) 66 2 21 9 1 42 3 1807 7 23 1627 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 2 21 9 1 43 3 1844 7 23 1660 69 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 73 1 514 66 4 514 17 2304 9 93 2422 101 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.01 0.45 0.45 0.11 0.99 0.99 Sat Flow, veh/h 41 4 1543 28 13 1543 1734 5113 19 1734 4896 203 Grp Volume(v), veh/h 69 0 21 10 0 43 3 1195 656 23 1124 605 Grp Sat Flow(s),veh/h/ln 45 0 1543 41 0 1543 1734 1657 1818 1734 1657 1785 Q Serve(g_s), s 1.2 0.0 1.1 0.6 0.0 2.3 0.2 37.2 37.2 1.5 1.3 1.3 Cycle Q Clear(g_c), s 40.0 0.0 1.1 39.7 0.0 2.3 0.2 37.2 37.2 1.5 1.3 1.3 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.01 1.00 0.11 Lane Grp Cap(c), veh/h 74 0 514 71 0 514 17 1494 819 93 1640 883 V/C Ratio(X) 0.93 0.00 0.04 0.14 0.00 0.08 0.18 0.80 0.80 0.25 0.69 0.69 Avail Cap(c_a), veh/h 97 0 540 94 0 540 173 1494 819 173 1640 883 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.57 0.57 0.57 Uniform Delay (d), s/veh 59.3 0.0 27.0 46.2 0.0 27.4 59.0 28.3 28.3 51.4 0.3 0.3 Incr Delay (d2), s/veh 69.5 0.0 0.1 1.9 0.0 0.1 10.9 4.6 8.1 1.7 1.3 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 0.4 0.3 0.0 0.9 0.1 14.3 16.5 0.6 0.5 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 128.9 0.0 27.1 48.1 0.0 27.6 69.8 32.9 36.4 53.0 1.7 2.8 LnGrp LOS F A C D A C E C D D A A Approach Vol, veh/h 90 53 1854 1752 Approach Delay, s/veh 105.1 31.5 34.2 2.7 Approach LOS F C C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 60.8 46.8 7.1 66.0 46.8 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 3.5 39.2 42.0 2.2 3.3 41.7 Green Ext Time (p_c), s 0.0 6.7 0.0 0.0 29.2 0.0 Intersection Summary HCM 6th Ctrl Delay 21.2 HCM 6th LOS C 7.1-58 Lanes, Volumes, Timings 2040 NP PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 491 131 382 575 300 150 1480 285 408 1216 285 Future Volume (vph) 362 491 131 382 575 300 150 1480 285 408 1216 285 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 2 1 2 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)18.0 33.8 33.8 23.0 38.8 38.8 20.0 43.2 43.2 20.0 43.2 43.2 Total Split (%)15.0% 28.2% 28.2% 19.2% 32.3% 32.3% 16.7% 36.0% 36.0% 16.7% 36.0% 36.0% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 7.1-59 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 491 131 382 575 300 150 1480 285 408 1216 285 Future Volume (veh/h) 362 491 131 382 575 300 150 1480 285 408 1216 285 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 369 501 134 390 587 306 153 1510 291 416 1241 291 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 336 754 336 439 859 383 177 1479 459 393 1613 501 Arrive On Green 0.15 0.33 0.33 0.20 0.37 0.37 0.15 0.45 0.45 0.17 0.49 0.49 Sat Flow, veh/h 3365 3460 1543 3365 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 369 501 134 390 587 306 153 1510 291 416 1241 291 Grp Sat Flow(s),veh/h/ln 1682 1730 1543 1682 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 12.0 14.9 8.1 13.5 17.1 14.4 10.3 35.7 11.4 14.0 24.6 16.2 Cycle Q Clear(g_c), s 12.0 14.9 8.1 13.5 17.1 14.4 10.3 35.7 11.4 14.0 24.6 16.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 336 754 336 439 859 383 177 1479 459 393 1613 501 V/C Ratio(X) 1.10 0.66 0.40 0.89 0.68 0.80 0.86 1.02 0.63 1.06 0.77 0.58 Avail Cap(c_a), veh/h 336 758 338 477 903 403 202 1479 459 393 1613 501 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 36.6 34.3 47.4 33.7 16.1 50.0 33.2 12.1 49.5 27.1 25.0 Incr Delay (d2), s/veh 77.5 4.6 3.5 16.5 4.4 15.8 21.6 26.8 2.7 62.1 2.5 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 6.0 3.1 6.1 6.6 5.8 5.1 14.7 3.5 8.6 7.7 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 128.5 41.2 37.8 63.9 38.1 31.9 71.6 60.0 14.8 111.6 29.6 27.0 LnGrp LOS F D D E D C E F B F C C Approach Vol, veh/h 1004 1283 1954 1948 Approach Delay, s/veh 72.8 44.4 54.2 46.7 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 21.5 43.2 21.6 33.7 18.3 46.4 18.0 37.3 Change Period (Y+Rc), s 7.5 * 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 14.0 * 36 17.0 26.3 14.0 35.7 12.0 31.3 Max Q Clear Time (g_c+I1), s 16.0 37.7 15.5 16.9 12.3 26.6 14.0 19.1 Green Ext Time (p_c), s 0.0 0.0 0.1 3.9 0.0 6.6 0.0 6.3 Intersection Summary HCM 6th Ctrl Delay 52.8 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 7.1-60 Lanes, Volumes, Timings 2040 NP PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 949 763 2 2 653 273 2 2 2 663 2 371 Future Volume (vph) 949 763 2 2 653 273 2 2 2 663 2 371 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 150 0 150 150 Storage Lanes 2 0 1 1 0 0 2 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 25 40 Link Distance (ft)1772 661 281 437 Travel Time (s)30.2 11.3 7.7 7.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Perm NA Prot NA pm+ov Protected Phases 5 2 1 6 8 7 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 16688 745 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 11.5 Total Split (s)39.2 56.9 11.5 29.2 29.2 22.5 22.5 29.1 51.6 39.2 Total Split (%)32.7% 47.4% 9.6% 24.3% 24.3% 18.8% 18.8% 24.3% 43.0% 32.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None Max Max Max Max None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 10: Avenue 60 & Madison St. 7.1-61 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 949 763 2 2 653 273 2 2 2 663 2 371 Future Volume (veh/h) 949 763 2 2 653 273 2 2 2 663 2 371 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 968 779 2 2 666 279 2 2 2 677 2 379 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 1003 1739 4 7 750 318 94 91 72 711 715 1052 Arrive On Green 0.29 0.49 0.49 0.00 0.21 0.21 0.15 0.15 0.15 0.20 0.39 0.39 Sat Flow, veh/h 3469 3540 9 1734 3642 1543 357 605 481 3469 1821 1543 Grp Volume(v), veh/h 968 381 400 2 666 279 6 0 0 677 2 379 Grp Sat Flow(s),veh/h/ln 1734 1730 1820 1734 1821 1543 1443 0 0 1734 1821 1543 Q Serve(g_s), s 33.0 17.2 17.2 0.1 21.3 13.6 0.0 0.0 0.0 23.1 0.1 12.4 Cycle Q Clear(g_c), s 33.0 17.2 17.2 0.1 21.3 13.6 0.4 0.0 0.0 23.1 0.1 12.4 Prop In Lane 1.00 0.00 1.00 1.00 0.33 0.33 1.00 1.00 Lane Grp Cap(c), veh/h 1003 850 894 7 750 318 256 0 0 711 715 1052 V/C Ratio(X) 0.97 0.45 0.45 0.31 0.89 0.88 0.02 0.00 0.00 0.95 0.00 0.36 Avail Cap(c_a), veh/h 1003 850 894 101 750 318 256 0 0 711 715 1052 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.1 19.9 19.9 59.6 46.3 19.4 43.5 0.0 0.0 47.1 22.2 8.1 Incr Delay (d2), s/veh 20.4 1.7 1.6 24.4 12.6 23.2 0.2 0.0 0.0 23.9 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.5 7.0 7.4 0.1 10.7 7.0 0.2 0.0 0.0 12.1 0.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.4 21.6 21.5 84.0 58.9 42.6 43.7 0.0 0.0 71.0 22.2 9.0 LnGrp LOS E C C F E D D A A E C A Approach Vol, veh/h 1749 947 6 1058 Approach Delay, s/veh 44.2 54.2 43.7 48.7 Approach LOS DDDD Timer - Assigned Phs 1 2 45678 Phs Duration (G+Y+Rc), s 5.0 63.4 51.6 39.2 29.2 29.1 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 52.4 47.1 34.7 24.7 24.6 18.0 Max Q Clear Time (g_c+I1), s 2.1 19.2 14.4 35.0 23.3 25.1 2.4 Green Ext Time (p_c), s 0.0 5.0 1.4 0.0 0.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 48.0 HCM 6th LOS D 7.1-62 Lanes, Volumes, Timings 2040 NP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 263 551 574 43 380 324 307 1060 32 381 618 219 Future Volume (vph) 263 551 574 43 380 324 307 1060 32 381 618 219 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Protected Phases 7 4 38152 16 Permitted Phases 8 Detector Phase 7 4 38152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 Total Split (s)22.0 38.5 11.5 28.0 29.0 27.6 41.0 29.0 42.4 Total Split (%)18.3% 32.1% 9.6% 23.3% 24.2% 23.0% 34.2% 24.2% 35.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 7.1-63 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 263 551 574 43 380 324 307 1060 32 381 618 219 Future Volume (veh/h) 263 551 574 43 380 324 307 1060 32 381 618 219 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 268 562 586 44 388 331 313 1082 33 389 631 223 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 253 513 458 78 357 617 334 1043 32 354 792 280 Arrive On Green 0.15 0.30 0.30 0.04 0.20 0.20 0.19 0.30 0.30 0.20 0.32 0.32 Sat Flow, veh/h 1734 1730 1543 1734 1821 1543 1734 3428 105 1734 2507 885 Grp Volume(v), veh/h 268 562 586 44 388 331 313 546 569 389 435 419 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1730 1802 1734 1730 1662 Q Serve(g_s), s 17.5 35.6 35.6 3.0 23.5 19.7 21.3 36.5 36.5 24.5 27.6 27.7 Cycle Q Clear(g_c), s 17.5 35.6 35.6 3.0 23.5 19.7 21.3 36.5 36.5 24.5 27.6 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 0.53 Lane Grp Cap(c), veh/h 253 513 458 78 357 617 334 526 548 354 546 525 V/C Ratio(X) 1.06 1.09 1.28 0.57 1.09 0.54 0.94 1.04 1.04 1.10 0.80 0.80 Avail Cap(c_a), veh/h 253 513 458 101 357 617 334 526 548 354 546 525 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.3 42.2 42.2 56.2 48.2 27.5 47.7 41.8 41.8 47.8 37.5 37.5 Incr Delay (d2), s/veh 73.2 67.9 141.7 6.3 73.3 0.9 33.4 49.3 48.6 77.0 11.5 12.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.5 24.2 31.0 1.4 17.6 7.1 11.9 21.9 22.7 17.7 12.8 12.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 124.4 110.1 183.9 62.5 121.5 28.4 81.1 91.1 90.3 124.7 49.0 49.5 LnGrp LOS F F F E F C FFFFDD Approach Vol, veh/h 1416 763 1428 1243 Approach Delay, s/veh 143.4 77.7 88.6 72.9 Approach LOS F E F E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 29.0 41.0 9.9 40.1 27.6 42.4 22.0 28.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 24.5 36.5 7.0 34.0 23.1 37.9 17.5 23.5 Max Q Clear Time (g_c+I1), s 26.5 38.5 5.0 37.6 23.3 29.7 19.5 25.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 98.8 HCM 6th LOS F 7.1-64 Lanes, Volumes, Timings 2040 NP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 263 551 574 43 380 324 307 1060 32 381 618 219 Future Volume (vph) 263 551 574 43 380 324 307 1060 32 381 618 219 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 100 150 320 150 Storage Lanes 1 1 1 0 1 0 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 74538152 16 Permitted Phases 4 8 6 Detector Phase 74538152 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)23.6 34.3 36.2 11.9 22.6 32.0 36.2 41.8 32.0 37.6 37.6 Total Split (%)19.7% 28.6% 30.2% 9.9% 18.8% 26.7% 30.2% 34.8% 26.7% 31.3% 31.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 7.1-65 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 263 551 574 43 380 324 307 1060 32 381 618 219 Future Volume (veh/h) 263 551 574 43 380 324 307 1060 32 381 618 219 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 268 562 586 44 388 331 313 1082 33 389 631 223 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 276 859 689 79 467 562 344 1149 35 397 1303 552 Arrive On Green 0.16 0.25 0.25 0.05 0.13 0.13 0.20 0.33 0.33 0.23 0.36 0.36 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 3516 107 1734 3642 1543 Grp Volume(v), veh/h 268 562 586 44 388 331 313 560 555 389 631 223 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1821 1802 1734 1821 1543 Q Serve(g_s), s 18.4 17.5 29.0 3.0 13.1 11.9 21.2 35.9 35.9 26.7 16.1 8.3 Cycle Q Clear(g_c), s 18.4 17.5 29.0 3.0 13.1 11.9 21.2 35.9 35.9 26.7 16.1 8.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 1.00 Lane Grp Cap(c), veh/h 276 859 689 79 467 562 344 595 589 397 1303 552 V/C Ratio(X) 0.97 0.65 0.85 0.56 0.83 0.59 0.91 0.94 0.94 0.98 0.48 0.40 Avail Cap(c_a), veh/h 276 859 689 107 522 586 458 595 589 397 1303 552 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.2 40.5 15.8 56.1 50.6 13.1 47.1 39.3 39.3 46.0 29.9 11.7 Incr Delay (d2), s/veh 46.0 1.8 9.9 6.0 10.0 1.4 18.5 25.0 25.2 39.4 1.3 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.3 7.4 11.0 1.4 6.2 3.8 10.5 19.2 19.1 15.3 7.0 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 96.1 42.3 25.7 62.0 60.6 14.5 65.5 64.3 64.5 85.3 31.2 13.9 LnGrp LOS F D C EEBEEEFCB Approach Vol, veh/h 1416 763 1428 1243 Approach Delay, s/veh 45.6 40.7 64.6 45.0 Approach LOS D D E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 32.0 43.7 10.0 34.3 28.3 47.4 23.6 20.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 37.3 7.4 29.8 31.7 33.1 19.1 18.1 Max Q Clear Time (g_c+I1), s 28.7 37.9 5.0 31.0 23.2 18.1 20.4 15.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.6 4.0 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 50.3 HCM 6th LOS D 7.1-66 Lanes, Volumes, Timings 2040 NP PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 481 99 412 461 190 211 1087 280 206 911 90 Future Volume (vph) 120 481 99 412 461 190 211 1087 280 206 911 90 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 732 913 1519 Travel Time (s)9.1 16.6 12.5 20.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 52216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)19.6 24.6 33.2 38.2 20.4 43.0 43.0 19.2 41.8 Total Split (%)16.3% 20.5% 27.7% 31.8% 17.0% 35.8% 35.8% 16.0% 34.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 7.1-67 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 481 99 412 461 190 211 1087 280 206 911 90 Future Volume (veh/h) 120 481 99 412 461 190 211 1087 280 206 911 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 122 491 101 420 470 194 215 1109 286 210 930 92 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 148 479 98 415 769 315 230 1110 495 212 988 98 Arrive On Green 0.09 0.17 0.17 0.24 0.32 0.32 0.13 0.32 0.32 0.12 0.31 0.31 Sat Flow, veh/h 1734 2861 585 1734 2394 981 1734 3460 1543 1734 3180 315 Grp Volume(v), veh/h 122 296 296 420 339 325 215 1109 286 210 506 516 Grp Sat Flow(s),veh/h/ln 1734 1730 1716 1734 1730 1645 1734 1730 1543 1734 1730 1765 Q Serve(g_s), s 8.3 20.1 20.1 28.7 19.8 20.1 14.7 38.4 18.5 14.5 34.2 34.2 Cycle Q Clear(g_c), s 8.3 20.1 20.1 28.7 19.8 20.1 14.7 38.4 18.5 14.5 34.2 34.2 Prop In Lane 1.00 0.34 1.00 0.60 1.00 1.00 1.00 0.18 Lane Grp Cap(c), veh/h 148 290 287 415 556 529 230 1110 495 212 538 548 V/C Ratio(X) 0.83 1.02 1.03 1.01 0.61 0.62 0.94 1.00 0.58 0.99 0.94 0.94 Avail Cap(c_a), veh/h 218 290 287 415 556 529 230 1110 495 212 538 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 49.9 50.0 45.6 34.4 34.4 51.5 40.7 34.0 52.6 40.3 40.3 Incr Delay (d2), s/veh 14.9 58.4 61.1 47.4 1.9 2.1 41.8 26.8 4.8 58.3 26.6 26.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 13.0 13.2 17.7 8.6 8.3 8.8 19.5 7.6 9.5 17.7 18.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.9 108.3 111.1 93.0 36.3 36.6 93.4 67.5 38.8 110.8 66.9 66.6 LnGrp LOS E F F F D D F E D F E E Approach Vol, veh/h 714 1084 1610 1232 Approach Delay, s/veh 102.7 58.4 65.9 74.2 Approach LOS F E E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.2 43.0 33.2 24.6 20.4 41.8 14.7 43.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.7 38.5 28.7 20.1 15.9 37.3 15.1 33.7 Max Q Clear Time (g_c+I1), s 16.5 40.4 30.7 22.1 16.7 36.2 10.3 22.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.7 0.1 3.3 Intersection Summary HCM 6th Ctrl Delay 72.0 HCM 6th LOS E 7.1-68 Lanes, Volumes, Timings 2040 NP PM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 120 481 99 412 461 190 211 1087 280 206 911 90 Future Volume (vph) 120 481 99 412 461 190 211 1087 280 206 911 90 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 1 1 0 2 1 2 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 732 913 1519 Travel Time (s)9.1 16.6 12.5 20.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 52316 Permitted Phases 4 2 Detector Phase 74438 52316 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 11.5 22.5 11.5 11.5 22.5 Total Split (s)20.7 24.0 24.0 37.0 40.3 14.0 45.0 37.0 14.0 45.0 Total Split (%)17.3% 20.0% 20.0% 30.8% 33.6% 11.7% 37.5% 30.8% 11.7% 37.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 7.1-69 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\108 - 2040NP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 120 481 99 412 461 190 211 1087 280 206 911 90 Future Volume (veh/h) 120 481 99 412 461 190 211 1087 280 206 911 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 122 491 101 420 470 194 215 1109 286 210 930 92 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 148 547 244 445 789 323 266 1300 947 263 1161 115 Arrive On Green 0.09 0.16 0.16 0.26 0.33 0.33 0.08 0.36 0.36 0.08 0.36 0.36 Sat Flow, veh/h 1734 3460 1543 1734 2394 981 3365 3642 1543 3365 3262 323 Grp Volume(v), veh/h 122 491 101 420 339 325 215 1109 286 210 519 503 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1645 1682 1821 1543 1682 1821 1763 Q Serve(g_s), s 8.3 16.7 7.1 28.5 19.6 19.8 7.5 33.8 10.5 7.4 30.8 30.8 Cycle Q Clear(g_c), s 8.3 16.7 7.1 28.5 19.6 19.8 7.5 33.8 10.5 7.4 30.8 30.8 Prop In Lane 1.00 1.00 1.00 0.60 1.00 1.00 1.00 0.18 Lane Grp Cap(c), veh/h 148 547 244 445 570 542 266 1300 947 263 648 627 V/C Ratio(X) 0.82 0.90 0.41 0.94 0.59 0.60 0.81 0.85 0.30 0.80 0.80 0.80 Avail Cap(c_a), veh/h 234 562 251 470 570 542 266 1300 947 266 648 627 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 49.5 45.5 43.7 33.5 33.6 54.3 35.7 11.0 54.4 34.8 34.8 Incr Delay (d2), s/veh 12.3 16.8 1.1 27.1 1.7 1.8 16.6 7.2 0.8 15.6 10.1 10.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 8.2 2.8 15.5 8.5 8.2 3.7 15.4 3.7 3.6 14.7 14.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.2 66.4 46.6 70.8 35.2 35.4 70.9 42.9 11.8 70.0 44.9 45.2 LnGrp LOS E E D E D D E D B E D D Approach Vol, veh/h 714 1084 1610 1232 Approach Delay, s/veh 63.5 49.1 41.1 49.3 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.9 47.3 35.3 23.5 14.0 47.2 14.7 44.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 40.5 32.5 19.5 9.5 40.5 16.2 35.8 Max Q Clear Time (g_c+I1), s 9.4 35.8 30.5 18.7 9.5 32.8 10.3 21.8 Green Ext Time (p_c), s 0.0 3.1 0.3 0.3 0.0 3.5 0.1 3.6 Intersection Summary HCM 6th Ctrl Delay 48.6 HCM 6th LOS D 7.1-70 Lanes, Volumes, Timings 2040 NP PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)71 325 54 104 491 367 102 1290 85 276 1050 130 Future Volume (vph)71 325 54 104 491 367 102 1290 85 276 1050 130 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft)60 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 6 Detector Phase 7 4 38152 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)11.8 22.8 13.4 24.4 26.0 18.5 57.8 26.0 65.3 65.3 Total Split (%)9.8% 19.0% 11.2% 20.3% 21.7% 15.4% 48.2% 21.7% 54.4% 54.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 13: Monroe St. & Airport Bl. 7.1-71 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 325 54 104 491 367 102 1290 85 276 1050 130 Future Volume (veh/h) 71 325 54 104 491 367 102 1290 85 276 1050 130 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 72 332 55 106 501 374 104 1316 87 282 1071 133 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 92 431 71 129 574 529 128 1497 99 307 1928 860 Arrive On Green 0.05 0.14 0.14 0.07 0.17 0.17 0.07 0.45 0.45 0.18 0.56 0.56 Sat Flow, veh/h 1734 2975 488 1734 3460 1543 1734 3295 217 1734 3460 1543 Grp Volume(v), veh/h 72 192 195 106 501 374 104 690 713 282 1071 133 Grp Sat Flow(s),veh/h/ln 1734 1730 1733 1734 1730 1543 1734 1730 1782 1734 1730 1543 Q Serve(g_s), s 4.9 12.8 13.0 7.2 16.9 19.9 7.1 43.4 43.7 19.2 23.8 5.0 Cycle Q Clear(g_c), s 4.9 12.8 13.0 7.2 16.9 19.9 7.1 43.4 43.7 19.2 23.8 5.0 Prop In Lane 1.00 0.28 1.00 1.00 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 92 250 251 129 574 529 128 786 810 307 1928 860 V/C Ratio(X) 0.78 0.77 0.78 0.82 0.87 0.71 0.81 0.88 0.88 0.92 0.56 0.15 Avail Cap(c_a), veh/h 106 264 264 129 574 529 202 786 810 311 1928 860 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.87 0.87 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 49.4 49.5 54.8 48.8 34.2 54.7 29.7 29.8 48.6 17.0 12.9 Incr Delay (d2), s/veh 24.6 10.6 11.6 33.4 13.9 4.3 12.4 13.2 13.2 31.0 1.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 6.1 6.3 4.2 8.1 9.6 3.4 19.4 20.1 10.6 8.8 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.7 59.9 61.1 88.2 62.7 38.5 67.1 42.9 43.0 79.6 18.2 13.3 LnGrp LOS F E E F E D E D D E B B Approach Vol, veh/h 459 981 1507 1486 Approach Delay, s/veh 63.7 56.3 44.6 29.4 Approach LOS E E D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 25.7 59.0 13.4 21.9 13.4 71.4 10.9 24.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 53.3 8.9 18.3 14.0 60.8 7.3 19.9 Max Q Clear Time (g_c+I1), s 21.2 45.7 9.2 15.0 9.1 25.8 6.9 21.9 Green Ext Time (p_c), s 0.0 4.7 0.0 0.6 0.1 8.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 44.1 HCM 6th LOS D 7.1-72 Lanes, Volumes, Timings 2040 NP PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 215 600 205 147 805 206 115 1567 48 177 1110 92 Future Volume (vph) 215 600 205 147 805 206 115 1567 48 177 1110 92 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 2 1 1 1 1 1 1 1 Taper Length (ft)100 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)12.4 29.0 29.0 15.4 32.0 32.0 19.6 58.6 58.6 17.0 56.0 56.0 Total Split (%)10.3% 24.2% 24.2% 12.8% 26.7% 26.7% 16.3% 48.8% 48.8% 14.2% 46.7% 46.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 7.1-73 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 600 205 147 805 206 115 1567 48 177 1110 92 Future Volume (veh/h) 215 600 205 147 805 206 115 1567 48 177 1110 92 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 219 612 209 150 821 210 117 1599 49 181 1133 94 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 228 694 294 181 835 354 143 1642 696 181 1722 730 Arrive On Green 0.07 0.19 0.19 0.10 0.23 0.23 0.08 0.45 0.45 0.10 0.47 0.47 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 1734 3642 1543 1734 3642 1543 Grp Volume(v), veh/h 219 612 209 150 821 210 117 1599 49 181 1133 94 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 7.6 19.6 12.3 10.2 26.9 11.2 8.0 51.6 1.5 12.5 28.6 3.0 Cycle Q Clear(g_c), s 7.6 19.6 12.3 10.2 26.9 11.2 8.0 51.6 1.5 12.5 28.6 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 228 694 294 181 835 354 143 1642 696 181 1722 730 V/C Ratio(X) 0.96 0.88 0.71 0.83 0.98 0.59 0.82 0.97 0.07 1.00 0.66 0.13 Avail Cap(c_a), veh/h 228 744 315 181 835 354 218 1642 696 181 1722 730 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 47.3 29.5 52.7 46.0 24.3 54.2 32.3 8.5 53.8 24.2 9.5 Incr Delay (d2), s/veh 47.9 11.6 6.8 25.9 27.0 2.7 13.5 16.8 0.2 67.4 2.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 9.6 4.8 5.5 14.6 4.1 3.9 24.5 0.8 8.6 11.8 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 103.8 58.8 36.3 78.6 73.1 27.0 67.7 49.1 8.7 121.2 26.2 9.9 LnGrp LOS F E D E E C E D A F C A Approach Vol, veh/h 1040 1181 1765 1408 Approach Delay, s/veh 63.8 65.6 49.2 37.3 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 58.6 17.1 27.3 14.4 61.2 12.4 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 54.1 10.9 24.5 15.1 51.5 7.9 27.5 Max Q Clear Time (g_c+I1), s 14.5 53.6 12.2 21.6 10.0 30.6 9.6 28.9 Green Ext Time (p_c), s 0.0 0.5 0.0 1.2 0.1 7.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 52.5 HCM 6th LOS D 7.1-74 Lanes, Volumes, Timings 2040 NP PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 179 638 266 95 1019 287 229 1304 144 225 1043 138 Future Volume (vph) 179 638 266 95 1019 287 229 1304 144 225 1043 138 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)18.0 39.0 39.0 18.0 39.0 39.0 15.7 49.7 49.7 13.3 47.3 47.3 Total Split (%)15.0% 32.5% 32.5% 15.0% 32.5% 32.5% 13.1% 41.4% 41.4% 11.1% 39.4% 39.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 7.1-75 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 179 638 266 95 1019 287 229 1304 144 225 1043 138 Future Volume (veh/h) 179 638 266 95 1019 287 229 1304 144 225 1043 138 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 183 651 271 97 1040 293 234 1331 147 230 1064 141 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 195 1204 510 121 1047 444 288 1372 581 247 1327 562 Arrive On Green 0.11 0.33 0.33 0.07 0.29 0.29 0.09 0.38 0.38 0.07 0.36 0.36 Sat Flow, veh/h 1734 3642 1543 1734 3642 1543 3365 3642 1543 3365 3642 1543 Grp Volume(v), veh/h 183 651 271 97 1040 293 234 1331 147 230 1064 141 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1682 1821 1543 1682 1821 1543 Q Serve(g_s), s 12.6 17.5 17.1 6.6 34.2 20.0 8.2 43.1 7.9 8.2 31.5 7.7 Cycle Q Clear(g_c), s 12.6 17.5 17.1 6.6 34.2 20.0 8.2 43.1 7.9 8.2 31.5 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 195 1204 510 121 1047 444 288 1372 581 247 1327 562 V/C Ratio(X) 0.94 0.54 0.53 0.80 0.99 0.66 0.81 0.97 0.25 0.93 0.80 0.25 Avail Cap(c_a), veh/h 195 1204 510 195 1047 444 314 1372 581 247 1327 562 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 32.8 32.6 55.0 42.6 37.6 53.9 36.7 25.8 55.3 34.2 26.7 Incr Delay (d2), s/veh 46.9 0.5 1.1 11.7 26.1 3.6 13.9 18.1 1.0 39.2 5.2 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 7.3 6.2 3.2 18.1 7.6 3.9 21.3 2.9 4.7 14.0 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 99.8 33.2 33.7 66.7 68.7 41.2 67.8 54.9 26.8 94.5 39.4 27.7 LnGrp LOS F C C E E D E D C F D C Approach Vol, veh/h 1105 1430 1712 1435 Approach Delay, s/veh 44.4 62.9 54.2 47.1 Approach LOS D E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.3 49.7 12.8 44.2 14.8 48.2 18.0 39.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.8 45.2 13.5 34.5 11.2 42.8 13.5 34.5 Max Q Clear Time (g_c+I1), s 10.2 45.1 8.6 19.5 10.2 33.5 14.6 36.2 Green Ext Time (p_c), s 0.0 0.1 0.1 4.2 0.1 4.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 52.7 HCM 6th LOS D 7.1-76 Lanes, Volumes, Timings 2040 NP PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)59 972 209 49 1124 132 209 1559 107 158 1314 47 Future Volume (vph)59 972 209 49 1124 132 209 1559 107 158 1314 47 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 2 1 1 1 2 1 2 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16 Permitted Phases 4 8 2 Detector Phase 74438152216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 20.5 11.5 20.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)11.5 41.1 41.1 11.5 41.1 11.5 12.2 55.9 55.9 11.5 55.2 Total Split (%)9.6% 34.3% 34.3% 9.6% 34.3% 9.6% 10.2% 46.6% 46.6% 9.6% 46.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 0.0 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 11.5 (10%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 7.1-77 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 59 972 209 49 1124 132 209 1559 107 158 1314 47 Future Volume (veh/h) 59 972 209 49 1124 132 209 1559 107 158 1314 47 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 60 992 213 50 1147 135 213 1591 109 161 1341 48 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 189 1090 462 112 1126 574 237 1604 673 217 1519 54 Arrive On Green 0.05 0.30 0.30 0.06 0.31 0.31 0.07 0.46 0.46 0.07 0.46 0.45 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 3469 3642 1543 3469 3495 125 Grp Volume(v), veh/h 60 992 213 50 1147 135 213 1591 109 161 698 691 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1799 Q Serve(g_s), s 2.0 31.5 10.7 3.3 37.1 5.4 7.3 52.1 3.8 5.5 41.9 42.0 Cycle Q Clear(g_c), s 2.0 31.5 10.7 3.3 37.1 5.4 7.3 52.1 3.8 5.5 41.9 42.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.07 Lane Grp Cap(c), veh/h 189 1090 462 112 1126 574 237 1604 673 217 791 782 V/C Ratio(X) 0.32 0.91 0.46 0.45 1.02 0.24 0.90 0.99 0.16 0.74 0.88 0.88 Avail Cap(c_a), veh/h 217 1126 477 112 1126 574 237 1604 673 217 791 782 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.6 40.5 21.6 54.1 41.5 15.0 55.3 32.0 11.4 55.1 29.8 29.9 Incr Delay (d2), s/veh 0.9 10.7 0.7 2.8 31.6 0.2 32.9 20.6 0.5 12.9 13.5 13.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 14.9 3.7 1.5 20.6 2.1 4.2 25.1 1.7 2.7 19.5 19.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.5 51.2 22.3 56.8 73.0 15.2 88.2 52.7 11.9 68.0 43.4 43.8 LnGrp LOS E D C E F B F D B E D D Approach Vol, veh/h 1265 1332 1913 1550 Approach Delay, s/veh 46.6 66.6 54.3 46.1 Approach LOS D E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.5 56.8 11.7 39.9 12.2 56.1 10.6 41.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 51.4 7.0 36.6 7.7 50.7 7.0 36.6 Max Q Clear Time (g_c+I1), s 7.5 54.1 5.3 33.5 9.3 44.0 4.0 39.1 Green Ext Time (p_c), s 0.0 0.0 0.0 1.9 0.0 4.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 53.3 HCM 6th LOS D 7.1-78 Lanes, Volumes, Timings 2040 NP PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)69 612 28 18 795 36 67 1028 32 11 883 75 Future Volume (vph)69 612 28 18 795 36 67 1028 32 11 883 75 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)4534 1079 1013 510 Travel Time (s) 61.8 14.7 12.6 6.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)15.0 44.4 11.6 41.0 13.0 52.4 11.6 51.0 Total Split (%)12.5% 37.0% 9.7% 34.2% 10.8% 43.7% 9.7% 42.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 17: Jackson St. & 58th Avenue 7.1-79 HCM 6th Signalized Intersection Summary 2040 NP PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\08 - 2040NP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 612 28 18 795 36 67 1028 32 11 883 75 Future Volume (veh/h) 69 612 28 18 795 36 67 1028 32 11 883 75 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 70 624 29 18 811 37 68 1049 33 11 901 77 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 91 997 46 46 909 41 91 1745 55 31 1533 131 Arrive On Green 0.05 0.30 0.30 0.03 0.27 0.27 0.05 0.51 0.51 0.02 0.48 0.48 Sat Flow, veh/h 1734 3367 156 1734 3370 154 1734 3424 108 1734 3226 276 Grp Volume(v), veh/h 70 320 333 18 416 432 68 530 552 11 483 495 Grp Sat Flow(s),veh/h/ln 1734 1730 1793 1734 1730 1793 1734 1730 1802 1734 1730 1772 Q Serve(g_s), s 4.8 19.2 19.2 1.2 27.8 27.8 4.6 26.0 26.0 0.8 24.4 24.4 Cycle Q Clear(g_c), s 4.8 19.2 19.2 1.2 27.8 27.8 4.6 26.0 26.0 0.8 24.4 24.4 Prop In Lane 1.00 0.09 1.00 0.09 1.00 0.06 1.00 0.16 Lane Grp Cap(c), veh/h 91 512 531 46 467 484 91 882 918 31 822 842 V/C Ratio(X) 0.77 0.63 0.63 0.39 0.89 0.89 0.75 0.60 0.60 0.35 0.59 0.59 Avail Cap(c_a), veh/h 152 575 596 103 526 546 123 882 918 103 822 842 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 36.5 36.5 57.5 42.1 42.1 56.1 20.8 20.8 58.2 22.9 22.9 Incr Delay (d2), s/veh 12.5 1.8 1.7 5.4 16.1 15.7 15.7 3.0 2.9 6.7 3.1 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 8.0 8.3 0.6 13.4 13.8 2.3 10.2 10.6 0.4 9.7 10.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.6 38.3 38.2 62.9 58.2 57.8 71.8 23.8 23.7 65.0 26.0 25.9 LnGrp LOS E D D EEEECCECC Approach Vol, veh/h 723 866 1150 989 Approach Delay, s/veh 41.2 58.1 26.6 26.4 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.6 65.7 7.7 40.0 10.8 61.5 10.8 36.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.1 47.9 7.1 39.9 8.5 46.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 2.8 28.0 3.2 21.2 6.6 26.4 6.8 29.8 Green Ext Time (p_c), s 0.0 6.0 0.0 3.3 0.0 5.3 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 36.7 HCM 6th LOS D 7.1-80 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 7.2:    GENERAL PLAN BUILDOUT (YEAR 2040) CONDITIONS  TRAFFIC SIGNAL WARRANTS ANALYSIS WORKSHEETS       The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank     California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = 2040 Without Project AM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =1,632 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =1,114 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300500 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\07 - 2040NP\10R_AM.xls\Fig 4C-4 (Rural Peak) 7.2-1 California MUTCD 2012 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-4. Warrant 3, Peak Hour (70% Factor) Traffic Conditions = 2040 Without Project PM PEAK HOUR WARRANTS Major Street Name =Avenue 60 Total of Both Approaches (VPH) =2,642 Number of Approach Lanes Major Street =2 Minor Street Name =Madison St.High Volume Approach (VPH) =1,036 Number of Approach Lanes Minor Street =1 Intersection ID: #10 (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET) WARRANTED FOR A SIGNAL *Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300500 0 100 200 300 400 500 300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches R:\UXRjobs\_12600-13000\12615\Signal Warrants\07 - 2040NP\10R_PM.xls\Fig 4C-4 (Rural Peak) 7.2-2 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 7.3:    GENERAL PLAN BUILDOUT (YEAR 2040) WITH PROJECT CONDITIONS  INTERSECTION OPERATIONS ANALYSIS WORKSHEETS AND  PROJECT ACCESS QUEUEING ANALYSIS WORKSHEETS    The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank    Lanes, Volumes, Timings 2040 WP AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 322 183 38 39 188 138 40 650 93 320 1080 144 Future Volume (vph) 322 183 38 39 188 138 40 650 93 320 1080 144 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 2 6 Detector Phase 7 4 381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)32.5 43.4 11.6 22.5 32.4 11.5 32.6 32.6 32.4 53.5 53.5 Total Split (%)27.1% 36.2% 9.7% 18.8% 27.0% 9.6% 27.2% 27.2% 27.0% 44.6% 44.6% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 7.3-1 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 322 183 38 39 188 138 40 650 93 320 1080 144 Future Volume (veh/h) 322 183 38 39 188 138 40 650 93 320 1080 144 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 329 187 39 40 192 141 41 663 95 327 1102 147 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 357 692 141 75 274 633 272 810 361 574 1413 630 Arrive On Green 0.21 0.24 0.24 0.04 0.08 0.08 0.16 0.23 0.23 0.33 0.41 0.41 Sat Flow, veh/h 1734 2862 585 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 329 112 114 40 192 141 41 663 95 327 1102 147 Grp Sat Flow(s),veh/h/ln 1734 1730 1716 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 22.3 6.3 6.5 2.7 6.5 2.9 2.4 21.8 5.1 18.6 33.2 3.9 Cycle Q Clear(g_c), s 22.3 6.3 6.5 2.7 6.5 2.9 2.4 21.8 5.1 18.6 33.2 3.9 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 357 418 415 75 274 633 272 810 361 574 1413 630 V/C Ratio(X) 0.92 0.27 0.28 0.54 0.70 0.22 0.15 0.82 0.26 0.57 0.78 0.23 Avail Cap(c_a), veh/h 405 561 556 103 519 743 272 810 361 574 1413 630 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 36.9 37.0 56.3 53.9 8.8 43.7 43.5 26.8 33.1 30.8 6.4 Incr Delay (d2), s/veh 24.9 0.3 0.4 5.9 3.3 0.2 0.3 9.0 1.8 1.3 4.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 2.6 2.7 1.3 2.9 1.0 1.0 9.9 2.4 7.7 13.7 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.6 37.2 37.3 62.1 57.1 9.0 43.9 52.5 28.6 34.4 35.1 7.3 LnGrp LOS E D D E E A DDCCDA Approach Vol, veh/h 555 373 799 1576 Approach Delay, s/veh 57.6 39.5 49.3 32.4 Approach LOS E D D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 44.2 32.6 9.7 33.5 23.3 53.5 29.2 14.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.9 28.1 7.1 38.9 7.0 49.0 28.0 18.0 Max Q Clear Time (g_c+I1), s 20.6 23.8 4.7 8.5 4.4 35.2 24.3 8.5 Green Ext Time (p_c), s 0.6 1.7 0.0 1.1 0.0 6.3 0.4 1.0 Intersection Summary HCM 6th Ctrl Delay 41.5 HCM 6th LOS D 7.3-2 Lanes, Volumes, Timings 2040 WP AM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 322 183 38 39 188 138 40 650 93 320 1080 144 Future Volume (vph) 322 183 38 39 188 138 40 650 93 320 1080 144 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 2 6 Detector Phase 7 4 381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)22.0 32.9 11.6 22.5 38.0 11.7 37.5 37.5 38.0 63.8 63.8 Total Split (%)18.3% 27.4% 9.7% 18.8% 31.7% 9.8% 31.3% 31.3% 31.7% 53.2% 53.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 7.3-3 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 322 183 38 39 188 138 40 650 93 320 1080 144 Future Volume (veh/h) 322 183 38 39 188 138 40 650 93 320 1080 144 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 329 187 39 40 192 141 41 663 95 327 1102 147 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 390 435 89 75 274 708 279 952 424 659 1710 763 Arrive On Green 0.12 0.15 0.15 0.04 0.08 0.08 0.16 0.28 0.28 0.38 0.49 0.49 Sat Flow, veh/h 3365 2862 585 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 329 112 114 40 192 141 41 663 95 327 1102 147 Grp Sat Flow(s),veh/h/ln 1682 1730 1716 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 11.5 7.0 7.3 2.7 6.5 1.9 2.4 20.6 4.8 17.3 28.4 4.0 Cycle Q Clear(g_c), s 11.5 7.0 7.3 2.7 6.5 1.9 2.4 20.6 4.8 17.3 28.4 4.0 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 390 263 261 75 274 708 279 952 424 659 1710 763 V/C Ratio(X) 0.84 0.42 0.44 0.54 0.70 0.20 0.15 0.70 0.22 0.50 0.64 0.19 Avail Cap(c_a), veh/h 491 409 406 103 519 818 279 952 424 659 1710 763 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 46.1 46.2 56.3 53.9 8.0 43.3 39.0 23.6 28.4 22.5 6.6 Incr Delay (d2), s/veh 10.4 1.1 1.2 5.9 3.3 0.1 0.2 4.2 1.2 0.6 1.9 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 3.0 3.1 1.3 2.9 1.1 1.0 8.9 2.2 6.9 11.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.4 47.2 47.4 62.1 57.1 8.1 43.5 43.2 24.8 29.0 24.4 7.1 LnGrp LOS E D D E E A DDCCCA Approach Vol, veh/h 555 373 799 1576 Approach Delay, s/veh 56.2 39.1 41.1 23.8 Approach LOS E D D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 50.1 37.5 9.7 22.8 23.8 63.8 18.4 14.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 33.5 33.0 7.1 28.4 7.2 59.3 17.5 18.0 Max Q Clear Time (g_c+I1), s 19.3 22.6 4.7 9.3 4.4 30.4 13.5 8.5 Green Ext Time (p_c), s 0.8 3.1 0.0 1.0 0.0 8.7 0.4 1.0 Intersection Summary HCM 6th Ctrl Delay 35.1 HCM 6th LOS D 7.3-4 Lanes, Volumes, Timings 2040 WP AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 167 167 1 1090 154 372 1367 Future Volume (vph) 167 167 1 1090 154 372 1367 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)24.0 24.0 11.5 54.0 54.0 42.0 84.5 Total Split (%)20.0% 20.0% 9.6% 45.0% 45.0% 35.0% 70.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 7.3-5 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 167 167 1 1090 154 372 1367 Future Volume (veh/h) 167 167 1 1090 154 372 1367 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 170 170 1112 157 380 1395 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 229 204 1442 643 609 2773 Arrive On Green 0.13 0.13 0.42 0.42 0.35 0.80 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 170 170 1112 157 380 1395 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 11.3 12.9 33.1 5.1 21.8 16.1 Cycle Q Clear(g_c), s 11.3 12.9 33.1 5.1 21.8 16.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 229 204 1442 643 609 2773 V/C Ratio(X) 0.74 0.83 0.77 0.24 0.62 0.50 Avail Cap(c_a), veh/h 289 257 1442 643 609 2773 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.96 0.96 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.1 50.8 30.1 9.6 32.3 4.0 Incr Delay (d2), s/veh 7.3 16.4 4.1 0.9 2.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 5.7 13.6 2.8 9.0 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.4 67.2 34.1 10.6 34.3 4.6 LnGrp LOS E E C B C A Approach Vol, veh/h 340 1269 1775 Approach Delay, s/veh 62.3 31.2 11.0 Approach LOS E C B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 46.2 54.0 100.2 19.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 37.5 49.5 80.0 19.5 Max Q Clear Time (g_c+I1), s 23.8 35.1 18.1 14.9 Green Ext Time (p_c), s 0.9 6.5 13.5 0.4 Intersection Summary HCM 6th Ctrl Delay 23.7 HCM 6th LOS C Notes User approved ignoring U-Turning movement. 7.3-6 Lanes, Volumes, Timings 2040 WP AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 583 1183 139 319 160 421 964 74 228 1012 57 Future Volume (vph)84 583 1183 139 319 160 421 964 74 228 1012 57 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 1 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16 Permitted Phases Free 8 2 Detector Phase 7 4 38152216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)17.2 29.0 18.2 30.0 25.2 23.6 47.6 47.6 25.2 49.2 Total Split (%)14.3% 24.2% 15.2% 25.0% 21.0% 19.7% 39.7% 39.7% 21.0% 41.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 7.3-7 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 583 1183 139 319 160 421 964 74 228 1012 57 Future Volume (veh/h) 84 583 1183 139 319 160 421 964 74 228 1012 57 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 86 595 0 142 326 163 430 984 76 233 1033 58 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 108 662 168 782 661 637 1243 554 351 1241 70 Arrive On Green 0.06 0.19 0.00 0.10 0.23 0.23 0.19 0.36 0.36 0.20 0.37 0.37 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 1734 3331 187 Grp Volume(v), veh/h 86 595 0 142 326 163 430 984 76 233 537 554 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1787 Q Serve(g_s), s 5.9 20.2 0.0 9.7 9.7 1.4 14.3 30.6 2.9 14.8 33.8 33.9 Cycle Q Clear(g_c), s 5.9 20.2 0.0 9.7 9.7 1.4 14.3 30.6 2.9 14.8 33.8 33.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 108 662 168 782 661 637 1243 554 351 644 666 V/C Ratio(X)0.80 0.90 0.85 0.42 0.25 0.68 0.79 0.14 0.66 0.83 0.83 Avail Cap(c_a), veh/h 184 706 198 782 661 637 1243 554 351 644 666 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.09 0.09 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.5 47.4 0.0 53.3 39.7 11.2 45.2 34.4 13.9 44.1 34.2 34.2 Incr Delay (d2), s/veh 1.2 1.6 0.0 24.2 0.4 0.2 2.8 5.2 0.5 4.6 12.0 11.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 8.4 0.0 5.2 4.0 1.7 6.0 13.0 1.4 6.6 15.5 15.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.7 49.0 0.0 77.5 40.1 11.4 48.0 39.6 14.4 48.7 46.2 45.9 LnGrp LOS E D E D B D D B D D D Approach Vol, veh/h 681 A 631 1490 1324 Approach Delay, s/veh 49.9 41.1 40.8 46.5 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.8 47.6 16.1 27.5 27.2 49.2 12.0 31.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.7 43.1 13.7 24.5 19.1 44.7 12.7 25.5 Max Q Clear Time (g_c+I1), s 16.8 32.6 11.7 22.2 16.3 35.9 7.9 11.7 Green Ext Time (p_c), s 0.2 4.6 0.1 0.8 0.5 4.1 0.1 1.9 Intersection Summary HCM 6th Ctrl Delay 44.2 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 7.3-8 Lanes, Volumes, Timings 2040 WP AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 100 748 122 87 622 137 236 921 60 173 1009 115 Future Volume (vph) 100 748 122 87 622 137 236 921 60 173 1009 115 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)16.0 40.0 40.0 15.0 39.0 39.0 17.0 49.0 49.0 16.0 48.0 48.0 Total Split (%)13.3% 33.3% 33.3% 12.5% 32.5% 32.5% 14.2% 40.8% 40.8% 13.3% 40.0% 40.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 7.3-9 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 748 122 87 622 137 236 921 60 173 1009 115 Future Volume (veh/h) 100 748 122 87 622 137 236 921 60 173 1009 115 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 102 763 124 89 635 140 241 940 61 177 1030 117 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 126 1160 517 111 1130 504 297 1283 572 269 1254 559 Arrive On Green 0.07 0.34 0.34 0.06 0.33 0.33 0.09 0.37 0.37 0.08 0.36 0.36 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 102 763 124 89 635 140 241 940 61 177 1030 117 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 7.0 22.6 5.3 6.1 18.2 6.2 8.4 28.2 2.4 6.1 32.4 4.8 Cycle Q Clear(g_c), s 7.0 22.6 5.3 6.1 18.2 6.2 8.4 28.2 2.4 6.1 32.4 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 126 1160 517 111 1130 504 297 1283 572 269 1254 559 V/C Ratio(X) 0.81 0.66 0.24 0.80 0.56 0.28 0.81 0.73 0.11 0.66 0.82 0.21 Avail Cap(c_a), veh/h 166 1160 517 152 1130 504 350 1283 572 322 1254 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.8 34.0 16.4 55.4 33.3 17.7 53.7 32.6 15.0 53.6 34.7 15.6 Incr Delay (d2), s/veh 19.7 2.9 1.1 18.9 2.0 1.4 11.7 3.7 0.4 3.7 6.1 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 9.6 2.5 3.1 7.5 3.0 3.9 11.7 1.1 2.6 13.9 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 74.5 37.0 17.5 74.3 35.3 19.1 65.4 36.3 15.4 57.3 40.8 16.4 LnGrp LOS E D B E D B E D B E D B Approach Vol, veh/h 989 864 1242 1324 Approach Delay, s/veh 38.4 36.7 40.9 40.9 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.1 49.0 12.2 44.7 15.1 48.0 13.2 43.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 44.5 10.5 35.5 12.5 43.5 11.5 34.5 Max Q Clear Time (g_c+I1), s 8.1 30.2 8.1 24.6 10.4 34.4 9.0 20.2 Green Ext Time (p_c), s 0.2 5.2 0.0 3.9 0.2 4.5 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 39.5 HCM 6th LOS D 7.3-10 Lanes, Volumes, Timings 2040 WP AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 165 546 86 39 626 124 225 895 82 296 1250 253 Future Volume (vph) 165 546 86 39 626 124 225 895 82 296 1250 253 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 5 2 16738 74 Permitted Phases 2684 Detector Phase 522167388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 11.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)20.0 40.4 40.4 11.6 32.0 21.9 15.0 46.1 46.1 21.9 53.0 53.0 Total Split (%)16.7% 33.7% 33.7% 9.7% 26.7% 18.3% 12.5% 38.4% 38.4% 18.3% 44.2% 44.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 77.7 (65%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 7.3-11 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 165 546 86 39 626 124 225 895 82 296 1250 253 Future Volume (veh/h) 165 546 86 39 626 124 225 895 82 296 1250 253 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 168 557 88 40 639 127 230 913 84 302 1276 258 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 194 1104 492 75 865 604 282 1724 535 476 1398 624 Arrive On Green 0.13 0.38 0.38 0.05 0.30 0.30 0.10 0.42 0.42 0.17 0.49 0.49 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 4972 1543 3365 3460 1543 Grp Volume(v), veh/h 168 557 88 40 639 127 230 913 84 302 1276 258 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1657 1543 1682 1730 1543 Q Serve(g_s), s 11.4 14.8 3.5 2.7 19.9 1.5 8.0 16.5 3.3 10.0 40.9 8.9 Cycle Q Clear(g_c), s 11.4 14.8 3.5 2.7 19.9 1.5 8.0 16.5 3.3 10.0 40.9 8.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 194 1104 492 75 865 604 282 1724 535 476 1398 624 V/C Ratio(X) 0.87 0.50 0.18 0.54 0.74 0.21 0.81 0.53 0.16 0.63 0.91 0.41 Avail Cap(c_a), veh/h 224 1104 492 103 865 604 294 1724 535 488 1398 624 HCM Platoon Ratio 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.1 29.8 15.6 55.7 38.5 10.3 53.0 27.7 16.2 46.9 28.9 10.2 Incr Delay (d2), s/veh 25.6 1.6 0.8 5.9 5.6 0.8 15.5 1.2 0.6 2.6 10.6 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 5.9 1.7 1.3 8.4 1.3 3.8 6.0 1.5 4.1 16.5 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.7 31.4 16.4 61.6 44.1 11.1 68.6 28.9 16.8 49.5 39.5 12.3 LnGrp LOS E C B E D B E C B D D B Approach Vol, veh/h 813 806 1227 1836 Approach Delay, s/veh 39.2 39.7 35.5 37.3 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.7 42.8 14.6 53.0 17.9 34.5 21.5 46.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.1 35.9 10.5 48.5 15.5 27.5 17.4 41.6 Max Q Clear Time (g_c+I1), s 4.7 16.8 10.0 42.9 13.4 21.9 12.0 18.5 Green Ext Time (p_c), s 0.0 3.5 0.0 3.9 0.1 2.1 0.5 6.2 Intersection Summary HCM 6th Ctrl Delay 37.6 HCM 6th LOS D 7.3-12 Lanes, Volumes, Timings 2040 WP AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)8 10 13 43 8 771 5 249 29 1778 194 27 Future Volume (vph)8 10 13 43 8 771 5 249 29 1778 194 27 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 1 1 0 1 1 2 1 Taper Length (ft)0 110 90 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 4826 Detector Phase 744381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.5 22.5 22.5 11.5 22.5 63.0 22.5 23.0 23.0 63.0 63.5 63.5 Total Split (%)9.6% 18.8% 18.8% 9.6% 18.8% 52.5% 18.8% 19.2% 19.2% 52.5% 52.9% 52.9% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Max Max C-Max C-Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 22.5 (19%), Referenced to phase 2:NBT, Start of Yellow Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 7.3-13 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 10 13 43 8 771 5 249 29 1778 194 27 Future Volume (veh/h) 8 10 13 43 8 771 5 249 29 1778 194 27 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 8 10 13 44 8 787 5 254 30 1814 198 28 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 24 106 90 78 163 1853 442 533 238 1994 1701 759 Arrive On Green 0.01 0.06 0.06 0.04 0.09 0.09 0.26 0.15 0.15 0.59 0.49 0.49 Sat Flow, veh/h 1734 1821 1543 1734 1821 2716 1734 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 8 10 13 44 8 787 5 254 30 1814 198 28 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1358 1734 1730 1543 1682 1730 1543 Q Serve(g_s), s 0.5 0.6 0.6 3.0 0.5 2.5 0.3 8.0 1.7 57.2 3.7 0.9 Cycle Q Clear(g_c), s 0.5 0.6 0.6 3.0 0.5 2.5 0.3 8.0 1.7 57.2 3.7 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 24 106 90 78 163 1853 442 533 238 1994 1701 759 V/C Ratio(X) 0.34 0.09 0.14 0.57 0.05 0.42 0.01 0.48 0.13 0.91 0.12 0.04 Avail Cap(c_a), veh/h 101 273 232 101 273 2017 442 533 238 1994 1701 759 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.6 53.5 22.6 56.2 50.0 3.3 33.4 46.3 32.2 21.6 16.4 10.8 Incr Delay (d2), s/veh 8.2 0.4 0.7 4.5 0.1 0.1 0.0 3.0 1.1 7.7 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.4 1.4 0.2 1.4 0.1 3.5 0.8 20.9 1.4 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.8 53.9 23.4 60.7 50.0 3.4 33.4 49.4 33.3 29.3 16.6 10.9 LnGrp LOS E D C E D A CDCCBB Approach Vol, veh/h 31 839 289 2040 Approach Delay, s/veh 44.4 6.9 47.4 27.8 Approach LOS D A D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 75.6 23.0 9.9 11.5 35.1 63.5 6.1 15.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 58.5 18.5 7.0 18.0 18.0 59.0 7.0 18.0 Max Q Clear Time (g_c+I1), s 59.2 10.0 5.0 2.6 2.3 5.7 2.5 4.5 Green Ext Time (p_c), s 0.0 0.9 0.0 0.0 0.0 1.2 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C 7.3-14 Lanes, Volumes, Timings 2040 WP AM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 572 664 59 515 428 336 578 60 390 1106 187 Future Volume (vph) 140 572 664 59 515 428 336 578 60 390 1106 187 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.3-15 MITIG8 - GPBO_Opt1_AM Wed Nov 13, 2019 16:48:24 Page 1-1 -------------------------------------------------------------------------------- The Wave - Coral Mountain TIA (JN:12615) 2040 With Project AM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Jefferson St. / Avenue 52 ******************************************************************************** Average Delay (sec/veh): 5.9 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 3 3 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 336 578 60 390 1106 187 140 572 664 59 515 428 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 336 578 60 390 1106 187 140 572 664 59 515 428 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.00 PHF Volume: 343 590 61 398 1129 191 143 584 0 60 526 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 343 590 61 398 1129 191 143 584 0 60 526 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 343 590 61 398 1129 191 143 584 0 60 526 0 ------------|---------------||---------------||---------------||---------------| PCE Module: AutoPCE: 343 590 61 398 1129 191 143 584 0 60 526 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 343 590 61 398 1129 191 143 584 0 60 526 0 ------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours << CircVolume: 398 343 1527 933 MaxVolume: 2137 2177 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2137 2177 xxxxxx xxxxxx ApproachVol: 994 1717 xxxxxx xxxxxx ApproachV/C: 0.46 0.79 1.00 1.00 ApproachDel: 3.1 7.5 xxxxxx xxxxxx ApproachLOS: A A * * Queue: 2.6 9.6 xxxx xxxx Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 7.3-16 Lanes, Volumes, Timings 2040 WP AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)37 124116131047 13 40 1657 51 Future Volume (vph)37 124116131047 13 40 1657 51 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 7.3-17 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 124116131047 13 40 1657 51 Future Volume (veh/h) 37 124116131047 13 40 1657 51 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 38 124116131068 13 41 1691 52 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 62 1 182 55 8 182 61 3265 40 129 3391 104 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.04 0.64 0.64 0.15 1.00 1.00 Sat Flow, veh/h 19 7 1543 10 67 1543 1734 5063 62 1734 4956 152 Grp Volume(v), veh/h 39 02501613699382411131 612 Grp Sat Flow(s),veh/h/ln 27 0 1543 76 0 1543 1734 1657 1810 1734 1657 1794 Q Serve(g_s), s 0.2 0.0 0.1 0.0 0.0 1.1 0.9 11.4 11.4 2.5 0.0 0.0 Cycle Q Clear(g_c), s 14.2 0.0 0.1 14.1 0.0 1.1 0.9 11.4 11.4 2.5 0.0 0.0 Prop In Lane 0.97 1.00 0.80 1.00 1.00 0.03 1.00 0.08 Lane Grp Cap(c), veh/h 62 0 182 63 0 182 61 2137 1167 129 2268 1227 V/C Ratio(X) 0.63 0.00 0.01 0.08 0.00 0.09 0.21 0.33 0.33 0.32 0.50 0.50 Avail Cap(c_a), veh/h 388 0 540 406 0 540 173 2137 1167 173 2268 1227 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.47 0.47 0.47 Uniform Delay (d), s/veh 59.7 0.0 46.7 47.6 0.0 47.2 56.3 9.6 9.6 48.3 0.0 0.0 Incr Delay (d2), s/veh 19.9 0.0 0.1 1.1 0.0 0.4 3.7 0.4 0.7 1.4 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.1 0.2 0.0 0.5 0.4 3.6 4.0 1.1 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 79.6 0.0 46.8 48.7 0.0 47.6 59.9 10.0 10.3 49.7 0.4 0.7 LnGrp LOS E A D D A D E A B D A A Approach Vol, veh/h 41 21 1094 1784 Approach Delay, s/veh 78.0 47.9 10.7 1.6 Approach LOS E D B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.9 84.8 20.3 10.2 89.5 20.3 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 4.5 13.4 16.2 2.9 2.0 16.1 Green Ext Time (p_c), s 0.1 14.3 0.3 0.0 30.1 0.1 Intersection Summary HCM 6th Ctrl Delay 6.4 HCM 6th LOS A 7.3-18 Lanes, Volumes, Timings 2040 WP AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 256 347 79 236 390 385 135 857 108 359 1440 362 Future Volume (vph) 256 347 79 236 390 385 135 857 108 359 1440 362 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 2 1 2 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)18.0 37.0 37.0 20.0 39.0 39.0 18.0 41.0 41.0 22.0 45.0 45.0 Total Split (%)15.0% 30.8% 30.8% 16.7% 32.5% 32.5% 15.0% 34.2% 34.2% 18.3% 37.5% 37.5% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 115 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 7.3-19 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 256 347 79 236 390 385 135 857 108 359 1440 362 Future Volume (veh/h) 256 347 79 236 390 385 135 857 108 359 1440 362 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 261 354 81 241 398 393 138 874 110 366 1469 369 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 336 916 409 336 916 409 172 1116 346 583 1547 480 Arrive On Green 0.15 0.40 0.40 0.15 0.40 0.40 0.15 0.34 0.34 0.26 0.47 0.47 Sat Flow, veh/h 3365 3460 1543 3365 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 261 354 81 241 398 393 138 874 110 366 1469 369 Grp Sat Flow(s),veh/h/ln 1682 1730 1543 1682 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 9.0 8.7 4.1 8.2 10.1 17.7 9.2 19.0 4.6 11.5 34.0 23.9 Cycle Q Clear(g_c), s 9.0 8.7 4.1 8.2 10.1 17.7 9.2 19.0 4.6 11.5 34.0 23.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 336 916 409 336 916 409 172 1116 346 583 1547 480 V/C Ratio(X) 0.78 0.39 0.20 0.72 0.43 0.96 0.80 0.78 0.32 0.63 0.95 0.77 Avail Cap(c_a), veh/h 336 916 409 393 916 409 173 1388 431 583 1554 482 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.7 29.2 27.8 49.4 29.6 12.6 50.0 37.2 17.4 41.0 31.1 28.4 Incr Delay (d2), s/veh 10.4 1.2 1.1 3.8 1.5 35.9 20.8 2.7 0.7 1.6 12.9 7.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 3.4 1.6 3.4 4.0 8.6 4.7 6.7 2.3 4.4 12.2 8.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.2 30.5 28.9 53.2 31.1 48.4 70.8 39.8 18.1 42.6 44.0 36.2 LnGrp LOS E CCDCDEDBDDD Approach Vol, veh/h 696 1032 1122 2204 Approach Delay, s/veh 41.4 42.9 41.5 42.5 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.3 34.4 18.0 39.3 17.9 44.8 18.0 39.3 Change Period (Y+Rc), s 7.5 * 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 16.0 * 34 14.0 29.5 12.0 37.5 12.0 31.5 Max Q Clear Time (g_c+I1), s 13.5 21.0 10.2 10.7 11.2 36.0 11.0 19.7 Green Ext Time (p_c), s 0.1 5.9 0.1 4.0 0.0 1.4 0.1 5.4 Intersection Summary HCM 6th Ctrl Delay 42.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 7.3-20 Lanes, Volumes, Timings 2040 WP AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 375 411 1 1 672 270 1 2 1 351 1 789 Future Volume (vph) 375 411 1 1 672 270 1 2 1 351 1 789 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 150 0 150 150 Storage Lanes 2 0 1 1 0 0 2 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 25 40 Link Distance (ft)973 661 281 437 Travel Time (s)16.6 11.3 7.7 7.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Perm NA Prot NA pm+ov Protected Phases 5 2 1 6 8 7 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 16688 745 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 11.5 Total Split (s)41.0 63.5 11.5 34.0 34.0 22.5 22.5 22.5 45.0 41.0 Total Split (%)34.2% 52.9% 9.6% 28.3% 28.3% 18.8% 18.8% 18.8% 37.5% 34.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None Max Max Max Max None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 10: Avenue 60 & Madison St. 7.3-21 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 375 411 1 1 672 270 1 2 1 351 1 789 Future Volume (veh/h) 375 411 1 1 672 270 1 2 1 351 1 789 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 383 419 1 1 686 276 1 2 1 358 1 805 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 467 1941 5 3 1513 641 70 125 52 520 615 729 Arrive On Green 0.13 0.55 0.55 0.00 0.42 0.42 0.15 0.15 0.15 0.15 0.34 0.34 Sat Flow, veh/h 3469 3541 8 1734 3642 1543 214 832 349 3469 1821 1543 Grp Volume(v), veh/h 383 205 215 1 686 276 4 0 0 358 1 805 Grp Sat Flow(s),veh/h/ln 1734 1730 1820 1734 1821 1543 1395 0 0 1734 1821 1543 Q Serve(g_s), s 12.9 7.3 7.3 0.1 16.3 9.4 0.0 0.0 0.0 11.7 0.0 40.5 Cycle Q Clear(g_c), s 12.9 7.3 7.3 0.1 16.3 9.4 0.2 0.0 0.0 11.7 0.0 40.5 Prop In Lane 1.00 0.00 1.00 1.00 0.25 0.25 1.00 1.00 Lane Grp Cap(c), veh/h 467 948 997 3 1513 641 247 0 0 520 615 729 V/C Ratio(X) 0.82 0.22 0.22 0.30 0.45 0.43 0.02 0.00 0.00 0.69 0.00 1.10 Avail Cap(c_a), veh/h 1055 948 997 101 1513 641 247 0 0 520 615 729 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 13.9 13.9 59.8 25.3 9.5 43.5 0.0 0.0 48.3 26.3 31.7 Incr Delay (d2), s/veh 3.6 0.5 0.5 44.3 0.2 0.5 0.1 0.0 0.0 7.3 0.0 65.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 2.9 3.0 0.1 6.9 3.2 0.1 0.0 0.0 5.5 0.0 33.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.1 14.4 14.4 104.2 25.5 9.9 43.6 0.0 0.0 55.6 26.4 97.4 LnGrp LOS D B B F C A D A A E C F Approach Vol, veh/h 803 963 4 1164 Approach Delay, s/veh 33.3 21.1 43.6 84.5 Approach LOS C C D F Timer - Assigned Phs 1 2 45678 Phs Duration (G+Y+Rc), s 4.7 70.3 45.0 20.7 54.3 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 59.0 40.5 36.5 29.5 18.0 18.0 Max Q Clear Time (g_c+I1), s 2.1 9.3 42.5 14.9 18.3 13.7 2.2 Green Ext Time (p_c), s 0.0 2.5 0.0 1.3 4.1 0.5 0.0 Intersection Summary HCM 6th Ctrl Delay 49.6 HCM 6th LOS D 7.3-22 Lanes, Volumes, Timings 2040 WP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 150 225 373 18 268 284 279 545 39 183 434 296 Future Volume (vph) 150 225 373 18 268 284 279 545 39 183 434 296 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Protected Phases 7 4 38152 16 Permitted Phases 8 Detector Phase 7 4 38152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 Total Split (s)21.0 39.5 11.5 30.0 28.0 28.6 41.0 28.0 40.4 Total Split (%)17.5% 32.9% 9.6% 25.0% 23.3% 23.8% 34.2% 23.3% 33.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 7.3-23 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 150 225 373 18 268 284 279 545 39 183 434 296 Future Volume (veh/h) 150 225 373 18 268 284 279 545 39 183 434 296 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 153 230 381 18 273 290 285 556 40 187 443 302 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 180 464 414 46 347 487 312 1410 101 216 741 502 Arrive On Green 0.10 0.27 0.27 0.03 0.19 0.19 0.18 0.43 0.43 0.12 0.38 0.38 Sat Flow, veh/h 1734 1730 1543 1734 1821 1543 1734 3274 235 1734 1974 1337 Grp Volume(v), veh/h 153 230 381 18 273 290 285 293 303 187 388 357 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1730 1779 1734 1730 1580 Q Serve(g_s), s 10.4 13.5 28.8 1.2 17.1 19.0 19.4 13.9 14.0 12.7 21.7 21.9 Cycle Q Clear(g_c), s 10.4 13.5 28.8 1.2 17.1 19.0 19.4 13.9 14.0 12.7 21.7 21.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.85 Lane Grp Cap(c), veh/h 180 464 414 46 347 487 312 745 766 216 650 594 V/C Ratio(X) 0.85 0.50 0.92 0.39 0.79 0.60 0.91 0.39 0.39 0.86 0.60 0.60 Avail Cap(c_a), veh/h 238 505 450 101 387 520 348 745 766 340 650 594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 37.1 42.7 57.5 46.2 34.6 48.3 23.4 23.4 51.5 30.1 30.2 Incr Delay (d2), s/veh 19.3 0.8 23.2 5.4 9.3 1.7 26.1 1.6 1.5 13.0 4.0 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 5.6 13.2 0.6 8.4 7.1 10.3 5.7 5.9 6.1 9.2 8.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.1 37.9 65.8 62.9 55.6 36.3 74.4 25.0 25.0 64.5 34.2 34.7 LnGrp LOS E D E E E D E C C E C C Approach Vol, veh/h 764 581 881 932 Approach Delay, s/veh 58.7 46.2 41.0 40.4 Approach LOS E D D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.5 56.2 7.7 36.7 26.1 49.6 17.0 27.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 36.5 7.0 35.0 24.1 35.9 16.5 25.5 Max Q Clear Time (g_c+I1), s 14.7 16.0 3.2 30.8 21.4 23.9 12.4 21.0 Green Ext Time (p_c), s 0.3 3.0 0.0 1.4 0.2 3.3 0.1 1.1 Intersection Summary HCM 6th Ctrl Delay 46.1 HCM 6th LOS D 7.3-24 Lanes, Volumes, Timings 2040 WP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 150 225 373 18 268 284 279 545 39 183 434 296 Future Volume (vph) 150 225 373 18 268 284 279 545 39 183 434 296 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 100 150 320 150 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 74538152 16 Permitted Phases 4 8 6 Detector Phase 74538152 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)25.0 37.0 39.0 12.0 24.0 28.0 39.0 43.0 28.0 32.0 32.0 Total Split (%)20.8% 30.8% 32.5% 10.0% 20.0% 23.3% 32.5% 35.8% 23.3% 26.7% 26.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 7.3-25 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 150 225 373 18 268 284 279 545 39 183 434 296 Future Volume (veh/h) 150 225 373 18 268 284 279 545 39 183 434 296 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 153 230 381 18 273 290 285 556 40 187 443 302 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 181 833 653 46 562 443 317 1500 108 216 1385 618 Arrive On Green 0.10 0.24 0.24 0.03 0.16 0.16 0.18 0.46 0.46 0.12 0.40 0.40 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 3274 235 1734 3460 1543 Grp Volume(v), veh/h 153 230 381 18 273 290 285 293 303 187 443 302 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1730 1779 1734 1730 1543 Q Serve(g_s), s 10.4 6.5 22.7 1.2 8.6 19.5 19.3 13.3 13.3 12.7 10.6 17.5 Cycle Q Clear(g_c), s 10.4 6.5 22.7 1.2 8.6 19.5 19.3 13.3 13.3 12.7 10.6 17.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 181 833 653 46 562 443 317 793 815 216 1385 618 V/C Ratio(X) 0.84 0.28 0.58 0.39 0.49 0.65 0.90 0.37 0.37 0.86 0.32 0.49 Avail Cap(c_a), veh/h 296 937 700 108 562 443 499 793 815 340 1385 618 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 37.1 26.5 57.5 45.7 37.5 48.0 21.2 21.2 51.5 24.7 26.8 Incr Delay (d2), s/veh 11.2 0.2 1.1 5.4 0.7 3.4 12.9 1.3 1.3 13.0 0.6 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 2.7 8.1 0.6 3.7 7.6 9.1 5.3 5.5 6.1 4.2 6.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.0 37.2 27.6 62.9 46.3 41.0 60.9 22.5 22.5 64.5 25.4 29.6 LnGrp LOS E D C E D D E C C E C C Approach Vol, veh/h 764 581 881 932 Approach Delay, s/veh 37.8 44.2 34.9 34.6 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.5 59.5 7.7 33.4 26.4 52.5 17.0 24.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 38.5 7.5 32.5 34.5 27.5 20.5 19.5 Max Q Clear Time (g_c+I1), s 14.7 15.3 3.2 24.7 21.3 19.5 12.4 21.5 Green Ext Time (p_c), s 0.3 3.1 0.0 1.7 0.6 2.3 0.2 0.0 Intersection Summary HCM 6th Ctrl Delay 37.2 HCM 6th LOS D 7.3-26 Lanes, Volumes, Timings 2040 WP AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 345 129 344 102 104 139 603 276 134 939 75 Future Volume (vph) 121 345 129 344 102 104 139 603 276 134 939 75 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 732 913 1519 Travel Time (s)9.1 16.6 12.5 20.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 52216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)19.2 25.0 32.1 37.9 19.6 43.9 43.9 19.0 43.3 Total Split (%)16.0% 20.8% 26.8% 31.6% 16.3% 36.6% 36.6% 15.8% 36.1% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 7.3-27 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 345 129 344 102 104 139 603 276 134 939 75 Future Volume (veh/h) 121 345 129 344 102 104 139 603 276 134 939 75 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 123 352 132 351 104 106 142 615 282 137 958 77 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 149 400 148 377 507 452 168 1305 582 163 1213 97 Arrive On Green 0.09 0.16 0.16 0.22 0.29 0.29 0.10 0.38 0.38 0.09 0.37 0.37 Sat Flow, veh/h 1734 2474 913 1734 1730 1543 1734 3460 1543 1734 3244 261 Grp Volume(v), veh/h 123 244 240 351 104 106 142 615 282 137 511 524 Grp Sat Flow(s),veh/h/ln 1734 1730 1657 1734 1730 1543 1734 1730 1543 1734 1730 1774 Q Serve(g_s), s 8.4 16.6 17.0 23.8 5.4 6.3 9.7 16.2 16.7 9.3 31.5 31.5 Cycle Q Clear(g_c), s 8.4 16.6 17.0 23.8 5.4 6.3 9.7 16.2 16.7 9.3 31.5 31.5 Prop In Lane 1.00 0.55 1.00 1.00 1.00 1.00 1.00 0.15 Lane Grp Cap(c), veh/h 149 280 268 377 507 452 168 1305 582 163 647 664 V/C Ratio(X) 0.83 0.87 0.89 0.93 0.21 0.23 0.84 0.47 0.48 0.84 0.79 0.79 Avail Cap(c_a), veh/h 212 296 283 399 507 452 218 1305 582 210 647 664 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 49.1 49.3 46.1 31.9 32.2 53.3 28.3 28.5 53.5 33.4 33.4 Incr Delay (d2), s/veh 16.2 23.0 27.3 27.8 0.2 0.3 20.2 1.2 2.9 20.5 9.5 9.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 8.7 8.8 13.1 2.3 2.4 5.0 6.6 6.6 4.9 14.1 14.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.2 72.1 76.6 73.9 32.1 32.5 73.4 29.5 31.4 74.0 42.9 42.7 LnGrp LOS EEEECCECCEDD Approach Vol, veh/h 607 561 1039 1172 Approach Delay, s/veh 73.5 58.4 36.0 46.4 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.8 49.7 30.6 23.9 16.2 49.4 14.8 39.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 39.4 27.6 20.5 15.1 38.8 14.7 33.4 Max Q Clear Time (g_c+I1), s 11.3 18.7 25.8 19.0 11.7 33.5 10.4 8.3 Green Ext Time (p_c), s 0.1 4.6 0.2 0.4 0.1 2.7 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 50.1 HCM 6th LOS D 7.3-28 Lanes, Volumes, Timings 2040 WP AM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 345 129 344 102 104 139 603 276 134 939 75 Future Volume (vph) 121 345 129 344 102 104 139 603 276 134 939 75 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 1 1 0 2 1 2 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 732 913 1519 Travel Time (s)9.1 16.6 12.5 20.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 52316 Permitted Phases 4 2 Detector Phase 74438 52316 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 11.5 22.5 11.5 11.5 22.5 Total Split (s)20.8 22.6 22.6 36.0 37.8 12.2 47.2 36.0 14.2 49.2 Total Split (%)17.3% 18.8% 18.8% 30.0% 31.5% 10.2% 39.3% 30.0% 11.8% 41.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 7.3-29 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 345 129 344 102 104 139 603 276 134 939 75 Future Volume (veh/h) 121 345 129 344 102 104 139 603 276 134 939 75 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 123 352 132 351 104 106 142 615 282 137 958 77 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 149 429 191 381 445 397 195 1553 1032 194 1456 117 Arrive On Green 0.09 0.12 0.12 0.22 0.26 0.26 0.06 0.45 0.45 0.06 0.45 0.45 Sat Flow, veh/h 1734 3460 1543 1734 1730 1543 3365 3460 1543 3365 3244 261 Grp Volume(v), veh/h 123 352 132 351 104 106 142 615 282 137 511 524 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1774 Q Serve(g_s), s 8.4 11.9 9.8 23.8 5.7 6.6 5.0 14.3 8.9 4.8 27.7 27.7 Cycle Q Clear(g_c), s 8.4 11.9 9.8 23.8 5.7 6.6 5.0 14.3 8.9 4.8 27.7 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15 Lane Grp Cap(c), veh/h 149 429 191 381 445 397 195 1553 1032 194 776 796 V/C Ratio(X) 0.82 0.82 0.69 0.92 0.23 0.27 0.73 0.40 0.27 0.71 0.66 0.66 Avail Cap(c_a), veh/h 236 522 233 455 480 428 216 1553 1032 272 776 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 51.3 50.4 45.8 35.2 35.5 55.6 22.2 8.1 55.5 25.9 25.9 Incr Delay (d2), s/veh 12.3 8.5 6.5 22.0 0.3 0.4 10.6 0.8 0.7 4.8 4.3 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 5.5 4.1 12.5 2.5 2.5 2.3 5.6 3.0 2.1 11.5 11.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.2 59.8 56.8 67.9 35.5 35.9 66.2 22.9 8.7 60.3 30.2 30.1 LnGrp LOS EEEEDDECAECC Approach Vol, veh/h 607 561 1039 1172 Approach Delay, s/veh 60.5 55.8 25.0 33.7 Approach LOS E E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.4 58.4 30.8 19.4 11.4 58.4 14.8 35.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.7 42.7 31.5 18.1 7.7 44.7 16.3 33.3 Max Q Clear Time (g_c+I1), s 6.8 16.3 25.8 13.9 7.0 29.7 10.4 8.6 Green Ext Time (p_c), s 0.1 4.9 0.6 1.0 0.0 5.2 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 39.5 HCM 6th LOS D 7.3-30 Lanes, Volumes, Timings 2040 WP AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)32 391 97 54 224 235 49 789 94 234 936 65 Future Volume (vph)32 391 97 54 224 235 49 789 94 234 936 65 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft)60 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 6 Detector Phase 7 4 38152 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)11.8 22.6 14.4 25.2 26.0 18.5 57.0 26.0 64.5 64.5 Total Split (%)9.8% 18.8% 12.0% 21.0% 21.7% 15.4% 47.5% 21.7% 53.8% 53.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 13: Monroe St. & Airport Bl. 7.3-31 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 391 97 54 224 235 49 789 94 234 936 65 Future Volume (veh/h) 32 391 97 54 224 235 49 789 94 234 936 65 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 33 399 99 55 229 240 50 805 96 239 955 66 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 67 415 102 85 557 485 82 1546 184 266 2086 930 Arrive On Green 0.04 0.15 0.15 0.05 0.16 0.16 0.05 0.50 0.50 0.15 0.60 0.60 Sat Flow, veh/h 1734 2753 676 1734 3460 1543 1734 3113 371 1734 3460 1543 Grp Volume(v), veh/h 33 249 249 55 229 240 50 447 454 239 955 66 Grp Sat Flow(s),veh/h/ln 1734 1730 1699 1734 1730 1543 1734 1730 1754 1734 1730 1543 Q Serve(g_s), s 2.2 17.1 17.5 3.7 7.1 15.1 3.4 21.1 21.1 16.2 18.2 2.1 Cycle Q Clear(g_c), s 2.2 17.1 17.5 3.7 7.1 15.1 3.4 21.1 21.1 16.2 18.2 2.1 Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 67 261 256 85 557 485 82 859 871 266 2086 930 V/C Ratio(X) 0.49 0.96 0.97 0.65 0.41 0.49 0.61 0.52 0.52 0.90 0.46 0.07 Avail Cap(c_a), veh/h 106 261 256 143 597 503 202 859 871 311 2086 930 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.72 0.72 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 50.5 50.7 56.0 45.2 33.4 56.1 20.5 20.5 49.9 13.1 9.9 Incr Delay (d2), s/veh 3.9 35.6 39.7 8.0 0.5 0.8 7.1 2.3 2.2 24.6 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 9.7 10.0 1.8 3.0 5.5 1.6 8.4 8.5 8.6 6.4 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.4 86.1 90.4 64.0 45.7 34.2 63.2 22.8 22.7 74.4 13.8 10.0 LnGrp LOS E F F E D C E C C E B B Approach Vol, veh/h 531 524 951 1260 Approach Delay, s/veh 86.5 42.4 24.9 25.1 Approach LOS F D C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.9 64.1 10.4 22.6 10.2 76.8 9.2 23.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 52.5 9.9 18.1 14.0 60.0 7.3 20.7 Max Q Clear Time (g_c+I1), s 18.2 23.1 5.7 19.5 5.4 20.2 4.2 17.1 Green Ext Time (p_c), s 0.2 5.5 0.0 0.0 0.0 7.3 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 37.8 HCM 6th LOS D 7.3-32 Lanes, Volumes, Timings 2040 WP AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 169 480 217 108 397 52 79 939 152 51 1134 209 Future Volume (vph) 169 480 217 108 397 52 79 939 152 51 1134 209 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 2 1 1 1 1 1 1 1 Taper Length (ft)100 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)12.4 29.0 29.0 15.4 32.0 32.0 19.6 58.6 58.6 17.0 56.0 56.0 Total Split (%)10.3% 24.2% 24.2% 12.8% 26.7% 26.7% 16.3% 48.8% 48.8% 14.2% 46.7% 46.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 7.3-33 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 480 217 108 397 52 79 939 152 51 1134 209 Future Volume (veh/h) 169 480 217 108 397 52 79 939 152 51 1134 209 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 172 490 221 110 405 53 81 958 155 52 1157 213 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 350 596 253 134 511 216 103 2043 866 83 2003 849 Arrive On Green 0.10 0.16 0.16 0.08 0.14 0.14 0.06 0.56 0.56 0.05 0.55 0.55 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 1734 3642 1543 1734 3642 1543 Grp Volume(v), veh/h 172 490 221 110 405 53 81 958 155 52 1157 213 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 5.6 15.6 14.1 7.5 12.9 3.1 5.5 18.8 3.8 3.5 25.1 5.3 Cycle Q Clear(g_c), s 5.6 15.6 14.1 7.5 12.9 3.1 5.5 18.8 3.8 3.5 25.1 5.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 350 596 253 134 511 216 103 2043 866 83 2003 849 V/C Ratio(X) 0.49 0.82 0.88 0.82 0.79 0.24 0.79 0.47 0.18 0.62 0.58 0.25 Avail Cap(c_a), veh/h 350 744 315 158 835 354 218 2043 866 181 2003 849 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 48.5 34.5 54.5 49.9 33.7 55.7 15.7 5.5 56.1 17.8 5.2 Incr Delay (d2), s/veh 1.1 6.0 19.7 24.7 2.8 0.6 12.5 0.8 0.5 7.4 1.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 7.3 6.4 4.1 5.8 1.4 2.7 7.3 1.8 1.7 9.9 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.1 54.5 54.2 79.2 52.7 34.3 68.3 16.5 5.9 63.5 19.0 5.9 LnGrp LOS D D D E D C EBAEBA Approach Vol, veh/h 883 568 1194 1422 Approach Delay, s/veh 54.0 56.1 18.6 18.7 Approach LOS D E B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.3 71.8 13.8 24.1 11.6 70.5 16.6 21.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 54.1 10.9 24.5 15.1 51.5 7.9 27.5 Max Q Clear Time (g_c+I1), s 5.5 20.8 9.5 17.6 7.5 27.1 7.6 14.9 Green Ext Time (p_c), s 0.0 7.6 0.0 2.0 0.1 9.1 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 31.6 HCM 6th LOS C 7.3-34 Lanes, Volumes, Timings 2040 WP AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 135 601 213 71 559 178 237 790 51 188 1089 62 Future Volume (vph) 135 601 213 71 559 178 237 790 51 188 1089 62 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)17.6 38.6 38.6 18.0 39.0 39.0 15.7 50.1 50.1 13.3 47.7 47.7 Total Split (%)14.7% 32.2% 32.2% 15.0% 32.5% 32.5% 13.1% 41.8% 41.8% 11.1% 39.8% 39.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 7.3-35 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 601 213 71 559 178 237 790 51 188 1089 62 Future Volume (veh/h) 135 601 213 71 559 178 237 790 51 188 1089 62 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 138 613 217 72 570 182 242 806 52 192 1111 63 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 164 858 363 92 707 300 296 1780 754 245 1725 731 Arrive On Green 0.09 0.24 0.24 0.05 0.19 0.19 0.09 0.49 0.49 0.07 0.47 0.47 Sat Flow, veh/h 1734 3642 1543 1734 3642 1543 3365 3642 1543 3365 3642 1543 Grp Volume(v), veh/h 138 613 217 72 570 182 242 806 52 192 1111 63 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1682 1821 1543 1682 1821 1543 Q Serve(g_s), s 9.4 18.6 15.0 4.9 17.9 12.9 8.5 17.4 2.1 6.7 27.7 2.7 Cycle Q Clear(g_c), s 9.4 18.6 15.0 4.9 17.9 12.9 8.5 17.4 2.1 6.7 27.7 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 164 858 363 92 707 300 296 1780 754 245 1725 731 V/C Ratio(X) 0.84 0.71 0.60 0.78 0.81 0.61 0.82 0.45 0.07 0.78 0.64 0.09 Avail Cap(c_a), veh/h 189 1035 439 195 1047 444 314 1780 754 247 1725 731 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 42.2 40.8 56.1 46.2 44.2 53.8 20.1 16.2 54.7 23.9 17.3 Incr Delay (d2), s/veh 25.0 1.9 1.6 13.4 2.9 2.0 14.9 0.8 0.2 15.1 1.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 8.1 5.6 2.4 8.0 4.9 4.1 7.1 0.7 3.3 11.4 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.5 44.0 42.4 69.5 49.1 46.2 68.7 21.0 16.4 69.9 25.8 17.6 LnGrp LOS E D D E D D E C B E C B Approach Vol, veh/h 968 824 1100 1366 Approach Delay, s/veh 48.6 50.2 31.3 31.6 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.2 63.2 10.9 32.8 15.0 61.3 15.8 27.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.8 45.6 13.5 34.1 11.2 43.2 13.1 34.5 Max Q Clear Time (g_c+I1), s 8.7 19.4 6.9 20.6 10.5 29.7 11.4 19.9 Green Ext Time (p_c), s 0.0 5.4 0.1 3.6 0.1 6.0 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 39.0 HCM 6th LOS D 7.3-36 Lanes, Volumes, Timings 2040 WP AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)30 760 101 43 654 130 79 958 62 102 1347 53 Future Volume (vph)30 760 101 43 654 130 79 958 62 102 1347 53 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 2 1 1 1 2 1 2 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16 Permitted Phases 4 8 2 Detector Phase 74438152216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 20.5 11.5 20.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)11.5 41.1 41.1 11.5 41.1 11.5 12.2 55.9 55.9 11.5 55.2 Total Split (%)9.6% 34.3% 34.3% 9.6% 34.3% 9.6% 10.2% 46.6% 46.6% 9.6% 46.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 0.0 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 11.5 (10%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 7.3-37 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 760 101 43 654 130 79 958 62 102 1347 53 Future Volume (veh/h) 30 760 101 43 654 130 79 958 62 102 1347 53 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 31 776 103 44 667 133 81 978 63 104 1374 54 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 267 924 391 85 822 442 203 1834 770 210 1760 69 Arrive On Green 0.08 0.25 0.25 0.05 0.23 0.23 0.06 0.53 0.52 0.06 0.53 0.53 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 3469 3642 1543 3469 3481 137 Grp Volume(v), veh/h 31 776 103 44 667 133 81 978 63 104 718 710 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1797 Q Serve(g_s), s 1.0 24.3 5.3 3.0 20.8 6.0 2.7 21.2 1.9 3.5 37.9 38.1 Cycle Q Clear(g_c), s 1.0 24.3 5.3 3.0 20.8 6.0 2.7 21.2 1.9 3.5 37.9 38.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 267 924 391 85 822 442 203 1834 770 210 921 908 V/C Ratio(X) 0.12 0.84 0.26 0.52 0.81 0.30 0.40 0.53 0.08 0.49 0.78 0.78 Avail Cap(c_a), veh/h 267 1126 477 108 1126 571 237 1834 770 217 921 908 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.6 42.5 24.1 55.7 44.0 19.4 54.3 19.0 8.6 54.4 22.8 22.9 Incr Delay (d2), s/veh 0.2 4.9 0.4 4.8 3.3 0.4 1.3 1.1 0.2 1.8 6.5 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 11.0 2.3 1.4 9.4 2.4 1.2 8.3 0.8 1.5 15.9 15.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.8 47.4 24.5 60.5 47.3 19.7 55.5 20.1 8.8 56.2 29.3 29.5 LnGrp LOS D D C E D B E C A E C C Approach Vol, veh/h 910 844 1122 1532 Approach Delay, s/veh 45.0 43.6 22.1 31.2 Approach LOS DDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.3 64.4 9.9 34.4 11.0 64.7 13.2 31.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 51.4 7.0 36.6 7.7 50.7 7.0 36.6 Max Q Clear Time (g_c+I1), s 5.5 23.2 5.0 26.3 4.7 40.1 3.0 22.8 Green Ext Time (p_c), s 0.0 7.1 0.0 3.7 0.0 6.1 0.0 3.8 Intersection Summary HCM 6th Ctrl Delay 34.1 HCM 6th LOS C 7.3-38 Lanes, Volumes, Timings 2040 WP AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)50 531 39 15 361 20 45 708 5 23 769 28 Future Volume (vph)50 531 39 15 361 20 45 708 5 23 769 28 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)4534 1079 1013 510 Travel Time (s) 61.8 14.7 12.6 6.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)15.0 44.4 11.6 41.0 13.0 52.4 11.6 51.0 Total Split (%)12.5% 37.0% 9.7% 34.2% 10.8% 43.7% 9.7% 42.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 17: Jackson St. & 58th Avenue 7.3-39 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 531 39 15 361 20 45 708 5 23 769 28 Future Volume (veh/h) 50 531 39 15 361 20 45 708 5 23 769 28 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 51 542 40 15 368 20 46 722 5 23 785 29 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 83 654 48 40 585 32 79 2098 15 54 1978 73 Arrive On Green 0.05 0.20 0.20 0.02 0.18 0.18 0.05 0.60 0.60 0.03 0.58 0.58 Sat Flow, veh/h 1734 3267 241 1734 3338 181 1734 3522 24 1734 3403 126 Grp Volume(v), veh/h 51 286 296 15 190 198 46 355 372 23 399 415 Grp Sat Flow(s),veh/h/ln 1734 1730 1778 1734 1730 1789 1734 1730 1817 1734 1730 1799 Q Serve(g_s), s 3.5 19.0 19.1 1.0 12.2 12.3 3.1 12.5 12.5 1.6 15.1 15.1 Cycle Q Clear(g_c), s 3.5 19.0 19.1 1.0 12.2 12.3 3.1 12.5 12.5 1.6 15.1 15.1 Prop In Lane 1.00 0.14 1.00 0.10 1.00 0.01 1.00 0.07 Lane Grp Cap(c), veh/h 83 346 356 40 303 314 79 1031 1082 54 1006 1045 V/C Ratio(X) 0.62 0.83 0.83 0.38 0.63 0.63 0.58 0.34 0.34 0.42 0.40 0.40 Avail Cap(c_a), veh/h 152 575 591 103 526 544 123 1031 1082 103 1006 1045 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 46.0 46.0 57.8 45.8 45.9 56.1 12.3 12.3 57.1 13.7 13.7 Incr Delay (d2), s/veh 7.3 5.1 5.0 5.8 2.1 2.1 6.5 0.9 0.9 5.2 1.2 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 8.3 8.6 0.5 5.2 5.5 1.5 4.5 4.7 0.7 5.5 5.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.3 51.1 51.1 63.6 48.0 48.0 62.7 13.2 13.2 62.3 14.9 14.8 LnGrp LOS E D D E D D EBBEBB Approach Vol, veh/h 633 403 773 837 Approach Delay, s/veh 52.1 48.5 16.2 16.1 Approach LOS D D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.2 76.0 7.3 28.5 10.0 74.2 10.2 25.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.1 47.9 7.1 39.9 8.5 46.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 3.6 14.5 3.0 21.1 5.1 17.1 5.5 14.3 Green Ext Time (p_c), s 0.0 4.0 0.0 2.9 0.0 4.6 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 29.7 HCM 6th LOS C 7.3-40 Lanes, Volumes, Timings 2040 WP AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)1 684 1379 24 72 1 Future Volume (vph)1 684 1379 24 72 1 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 799 380 Travel Time (s)3.5 13.6 10.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-41 HCM 6th TWSC 2040 WP AM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 684 1379 24 72 1 Future Vol, veh/h 1 684 1379 24 72 1 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 22222 Mvmt Flow 1 698 1407 24 73 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1431 0 - 0 2119 1419 Stage 1 - - - - 1419 - Stage 2 - - - - 700 - Critical Hdwy 4.12 - - - 6 6 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 2.6 2.6 Pot Cap-1 Maneuver 475 - - - 79 208 Stage 1 - - - - 261 - Stage 2 - - - - 615 - Platoon blocked, % - - - Mov Cap-1 Maneuver 475 - - - 79 208 Mov Cap-2 Maneuver - - - - 196 - Stage 1 - - - - 260 - Stage 2 - - - - 615 - Approach EB WB SB HCM Control Delay, s 0 0 34.2 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)475 - - - 196 HCM Lane V/C Ratio 0.002 - - - 0.38 HCM Control Delay (s) 12.6 0 - - 34.2 HCM Lane LOS B A - - D HCM 95th %tile Q(veh) 0 - - - 1.7 7.3-42 Lanes, Volumes, Timings 2040 WP AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 207 15 19 576 1083 67 Future Volume (vph) 207 15 19 576 1083 67 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 169 Travel Time (s)13.6 12.0 2.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-43 HCM 6th TWSC 2040 WP AM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 12.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 207 15 19 576 1083 67 Future Vol, veh/h 207 15 19 576 1083 67 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 22222 Mvmt Flow 211 15 19 588 1105 68 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1471 587 1173 0 - 0 Stage 1 1139 ----- Stage 2 332 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver ~ 118 453 591 - - - Stage 1 267 ----- Stage 2 699 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 114 453 591 - - - Mov Cap-2 Maneuver ~ 209 ----- Stage 1 258 ----- Stage 2 699 ----- Approach EB NB SB HCM Control Delay, s 106.4 0.4 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)591 - 209 453 - - HCM Lane V/C Ratio 0.033 - 1.011 0.034 - - HCM Control Delay (s) 11.3 - 113.2 13.2 - - HCM Lane LOS B - F B - - HCM 95th %tile Q(veh) 0.1 - 9 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 7.3-44 Lanes, Volumes, Timings 2040 WP AM Peak hour 19: Madison St. & Main Access With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 207 15 19 576 1083 67 Future Volume (vph) 207 15 19 576 1083 67 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Right Turn on Red Yes Yes Link Speed (mph)25 50 50 Link Distance (ft)499 880 169 Travel Time (s)13.6 12.0 2.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot Perm Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 2 Detector Phase 44226 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 22.5 22.5 22.5 Total Split (s)23.2 23.2 36.8 36.8 36.8 Total Split (%)38.7% 38.7% 61.3% 61.3% 61.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 50 Control Type: Actuated-Coordinated Splits and Phases: 19: Madison St. & Main Access 7.3-45 HCM 6th Signalized Intersection Summary 2040 WP AM Peak hour 19: Madison St. & Main Access With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn Urban Crossroads, Inc. Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 207 15 19 576 1083 67 Future Volume (veh/h) 207 15 19 576 1083 67 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 211 15 19 588 1105 68 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222 Cap, veh/h 268 238 380 2407 2303 142 Arrive On Green 0.15 0.15 0.70 0.70 0.70 0.70 Sat Flow, veh/h 1734 1543 478 3551 3402 204 Grp Volume(v), veh/h 211 15 19 588 577 596 Grp Sat Flow(s),veh/h/ln 1734 1543 478 1730 1730 1784 Q Serve(g_s), s 7.0 0.5 1.1 3.7 9.1 9.2 Cycle Q Clear(g_c), s 7.0 0.5 10.3 3.7 9.1 9.2 Prop In Lane 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 268 238 380 2407 1204 1241 V/C Ratio(X) 0.79 0.06 0.05 0.24 0.48 0.48 Avail Cap(c_a), veh/h 541 481 380 2407 1204 1241 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.4 21.7 6.5 3.3 4.2 4.2 Incr Delay (d2), s/veh 5.1 0.1 0.2 0.2 1.4 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.2 0.1 0.5 1.6 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.6 21.8 6.8 3.6 5.5 5.5 LnGrp LOS C C AAAA Approach Vol, veh/h 226 607 1173 Approach Delay, s/veh 29.0 3.7 5.5 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 46.2 13.8 46.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.3 18.7 32.3 Max Q Clear Time (g_c+I1), s 12.3 9.0 11.2 Green Ext Time (p_c), s 3.6 0.5 7.1 Intersection Summary HCM 6th Ctrl Delay 7.6 HCM 6th LOS A 7.3-46 Lanes, Volumes, Timings 2040 WP AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 546 5 16 355 5 2 Future Volume (vph) 546 5 16 355 5 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-47 HCM 6th TWSC 2040 WP AM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 546 5 16 355 5 2 Future Vol, veh/h 546 5 16 355 5 2 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 593 5 17 386 5 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 598 0 823 299 Stage 1 - - - - 596 - Stage 2 - - - - 227 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 975 - 312 697 Stage 1 - - - - 513 - Stage 2 - - - - 789 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 975 - 307 697 Mov Cap-2 Maneuver - - - - 407 - Stage 1 - - - - 504 - Stage 2 - - - - 789 - Approach EB WB NB HCM Control Delay, s 0 0.4 12.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)462 - - 975 - HCM Lane V/C Ratio 0.016 - - 0.018 - HCM Control Delay (s) 12.9 - - 8.8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.1 - - 0.1 - 7.3-48 Lanes, Volumes, Timings 2040 WP AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 540 8 0 371 0 3 Future Volume (vph) 540 8 0 371 0 3 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-49 HCM 6th TWSC 2040 WP AM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 540 8 0 371 0 3 Future Vol, veh/h 540 8 0 371 0 3 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 587 9 0 403 0 3 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 298 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.94 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver - - 0 - 0 698 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----698 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 10.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)698 - - - HCM Lane V/C Ratio 0.005 - - - HCM Control Delay (s) 10.2 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0 - - - 7.3-50 Lanes, Volumes, Timings 2040 WP AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 6 0 783 1144 13 Future Volume (vph)0 6 0 783 1144 13 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 224 288 Travel Time (s)5.7 3.1 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-51 HCM 6th TWSC 2040 WP AM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP AM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 6 0 783 1144 13 Future Vol, veh/h 0 6 0 783 1144 13 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 7 0 851 1243 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 629 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 425 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 425 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 13.6 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 425 - - HCM Lane V/C Ratio - 0.015 - - HCM Control Delay (s) - 13.6 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0 - - 7.3-52 Lanes, Volumes, Timings 2040 WP PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 292 227 45 101 269 684 80 1120 64 413 1045 350 Future Volume (vph) 292 227 45 101 269 684 80 1120 64 413 1045 350 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 2 6 Detector Phase 7 4 381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)24.0 28.1 18.4 22.5 32.0 16.9 41.5 41.5 32.0 56.6 56.6 Total Split (%)20.0% 23.4% 15.3% 18.8% 26.7% 14.1% 34.6% 34.6% 26.7% 47.2% 47.2% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87.9 (73%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 7.3-53 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 1: Madison St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 292 227 45 101 269 684 80 1120 64 413 1045 350 Future Volume (veh/h) 292 227 45 101 269 684 80 1120 64 413 1045 350 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 298 232 46 103 274 698 82 1143 65 421 1066 357 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 282 674 131 127 500 585 189 1067 476 407 1502 670 Arrive On Green 0.16 0.23 0.23 0.07 0.14 0.14 0.11 0.31 0.31 0.23 0.43 0.43 Sat Flow, veh/h 1734 2887 563 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 298 137 141 103 274 698 82 1143 65 421 1066 357 Grp Sat Flow(s),veh/h/ln 1734 1730 1720 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 19.5 7.9 8.2 7.0 8.8 14.7 5.3 37.0 2.9 28.2 30.2 11.9 Cycle Q Clear(g_c), s 19.5 7.9 8.2 7.0 8.8 14.7 5.3 37.0 2.9 28.2 30.2 11.9 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 282 404 402 127 500 585 189 1067 476 407 1502 670 V/C Ratio(X) 1.06 0.34 0.35 0.81 0.55 1.19 0.43 1.07 0.14 1.03 0.71 0.53 Avail Cap(c_a), veh/h 282 404 402 201 519 594 189 1067 476 407 1502 670 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.3 38.3 38.4 54.8 47.7 15.4 50.0 41.5 18.5 45.9 27.8 8.4 Incr Delay (d2), s/veh 69.5 0.5 0.5 12.4 1.1 102.8 1.6 48.8 0.6 53.6 2.9 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.6 3.3 3.4 3.4 3.8 24.0 2.3 22.1 1.4 17.6 12.2 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 119.8 38.8 38.9 67.1 48.8 118.2 51.6 90.3 19.1 99.5 30.6 11.4 LnGrp LOS F D D E D F D F B F C B Approach Vol, veh/h 576 1075 1290 1844 Approach Delay, s/veh 80.7 95.7 84.2 42.6 Approach LOS F F F D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 32.7 41.5 13.3 32.5 17.6 56.6 24.0 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 37.0 13.9 23.6 12.4 52.1 19.5 18.0 Max Q Clear Time (g_c+I1), s 30.2 39.0 9.0 10.2 7.3 32.2 21.5 16.7 Green Ext Time (p_c), s 0.0 0.0 0.1 1.1 0.1 8.2 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 70.3 HCM 6th LOS E 7.3-54 Lanes, Volumes, Timings 2040 WP PM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 292 227 45 101 269 684 80 1120 64 413 1045 350 Future Volume (vph) 292 227 45 101 269 684 80 1120 64 413 1045 350 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)100 100 180 180 330 160 160 50 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)276 988 288 752 Travel Time (s)3.8 13.5 3.9 10.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 2 6 Detector Phase 7 4 381522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)15.8 25.5 12.8 22.5 37.0 16.9 44.7 44.7 37.0 64.8 64.8 Total Split (%)13.2% 21.3% 10.7% 18.8% 30.8% 14.1% 37.3% 37.3% 30.8% 54.0% 54.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 103 (86%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 1: Madison St. & Avenue 58 7.3-55 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 1: Madison St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 292 227 45 101 269 684 80 1120 64 413 1045 350 Future Volume (veh/h) 292 227 45 101 269 684 80 1120 64 413 1045 350 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 298 232 46 103 274 698 82 1143 65 421 1066 357 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 317 253 50 120 508 649 185 1159 517 475 1739 776 Arrive On Green 0.09 0.17 0.17 0.07 0.15 0.15 0.11 0.34 0.34 0.27 0.50 0.50 Sat Flow, veh/h 3365 1476 293 1734 3460 1543 1734 3460 1543 1734 3460 1543 Grp Volume(v), veh/h 298 0 278 103 274 698 82 1143 65 421 1066 357 Grp Sat Flow(s),veh/h/ln 1682 0 1768 1734 1730 1543 1734 1730 1543 1734 1730 1543 Q Serve(g_s), s 10.6 0.0 18.5 7.1 8.8 11.5 5.3 39.4 2.7 27.9 26.6 11.9 Cycle Q Clear(g_c), s 10.6 0.0 18.5 7.1 8.8 11.5 5.3 39.4 2.7 27.9 26.6 11.9 Prop In Lane 1.00 0.17 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 317 0 304 120 508 649 185 1159 517 475 1739 776 V/C Ratio(X) 0.94 0.00 0.92 0.86 0.54 1.07 0.44 0.99 0.13 0.89 0.61 0.46 Avail Cap(c_a), veh/h 317 0 309 120 519 655 185 1159 517 475 1739 776 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 0.0 48.8 55.3 47.4 16.2 50.3 39.6 17.0 41.7 21.5 8.4 Incr Delay (d2), s/veh 35.2 0.0 30.1 42.5 1.1 57.1 1.7 23.3 0.5 17.8 1.6 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 0.0 10.4 4.4 3.7 20.0 2.3 19.4 1.3 13.7 10.3 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 89.2 0.0 79.0 97.8 48.5 73.3 51.9 62.9 17.5 59.6 23.1 10.4 LnGrp LOS F A E F D F D E B E C B Approach Vol, veh/h 576 1075 1290 1844 Approach Delay, s/veh 84.3 69.3 59.9 29.0 Approach LOS F E E C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 37.4 44.7 12.8 25.1 17.3 64.8 15.8 22.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.5 40.2 8.3 21.0 12.4 60.3 11.3 18.0 Max Q Clear Time (g_c+I1), s 29.9 41.4 9.1 20.5 7.3 28.6 12.6 13.5 Green Ext Time (p_c), s 0.4 0.0 0.0 0.1 0.1 9.7 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 53.0 HCM 6th LOS D 7.3-56 Lanes, Volumes, Timings 2040 WP PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 365 332 1 1712 313 146 1414 Future Volume (vph) 365 332 1 1712 313 146 1414 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 50 150 Storage Lanes 0 0 1 1 1 Taper Length (ft)25 140 90 Right Turn on Red Yes Yes Link Speed (mph)50 50 50 Link Distance (ft)5252 767 818 Travel Time (s)71.6 10.5 11.2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA Perm Prot NA Protected Phases 3 5 2 1 6 Permitted Phases 8 2 Detector Phase 3852216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)33.0 33.0 11.5 70.0 70.0 17.0 75.5 Total Split (%)27.5% 27.5% 9.6% 58.3% 58.3% 14.2% 62.9% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 2: Madison St. & Airport Bl. 7.3-57 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 2: Madison St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement WBL WBR NBU NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 365 332 1 1712 313 146 1414 Future Volume (veh/h) 365 332 1 1712 313 146 1414 Initial Q (Qb), veh 0 0 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 372 339 1747 319 149 1443 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2222 Cap, veh/h 412 366 1903 849 195 2408 Arrive On Green 0.24 0.24 0.55 0.55 0.11 0.70 Sat Flow, veh/h 1734 1543 3551 1543 1734 3551 Grp Volume(v), veh/h 372 339 1747 319 149 1443 Grp Sat Flow(s),veh/h/ln 1734 1543 1730 1543 1734 1730 Q Serve(g_s), s 25.0 25.8 55.1 4.3 10.0 26.1 Cycle Q Clear(g_c), s 25.0 25.8 55.1 4.3 10.0 26.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 412 366 1903 849 195 2408 V/C Ratio(X) 0.90 0.93 0.92 0.38 0.76 0.60 Avail Cap(c_a), veh/h 419 373 1903 849 195 2408 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.71 0.71 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.4 44.7 24.5 1.5 51.7 9.5 Incr Delay (d2), s/veh 17.1 22.3 8.6 1.3 16.2 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 11.7 22.0 3.9 5.1 8.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.6 67.0 33.1 2.8 67.9 10.6 LnGrp LOS E E C A E B Approach Vol, veh/h 711 2066 1592 Approach Delay, s/veh 64.1 28.4 16.0 Approach LOS E C B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 17.5 70.0 87.5 32.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 65.5 71.0 28.5 Max Q Clear Time (g_c+I1), s 12.0 57.1 28.1 27.8 Green Ext Time (p_c), s 0.0 6.7 13.4 0.2 Intersection Summary HCM 6th Ctrl Delay 29.7 HCM 6th LOS C Notes User approved ignoring U-Turning movement. 7.3-58 Lanes, Volumes, Timings 2040 WP PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)84 521 1231 114 450 470 804 1503 229 263 969 51 Future Volume (vph)84 521 1231 114 450 470 804 1503 229 263 969 51 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)160 150 910 150 160 120 305 150 Storage Lanes 1 1 1 1 2 1 1 0 Taper Length (ft)80 120 120 100 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)5080 840 924 2398 Travel Time (s)63.0 10.4 12.6 32.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Free Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16 Permitted Phases Free 8 2 Detector Phase 7 4 38152216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)11.5 23.1 13.2 24.8 24.0 35.4 59.7 59.7 24.0 48.3 Total Split (%)9.6% 19.3% 11.0% 20.7% 20.0% 29.5% 49.8% 49.8% 20.0% 40.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 3: Madison St. & Avenue 54 7.3-59 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 3: Madison St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 84 521 1231 114 450 470 804 1503 229 263 969 51 Future Volume (veh/h) 84 521 1231 114 450 470 804 1503 229 263 969 51 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 86 532 0 116 459 480 820 1534 234 268 989 52 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 101 536 126 585 512 866 1592 710 282 1220 64 Arrive On Green 0.06 0.15 0.00 0.07 0.17 0.17 0.26 0.46 0.46 0.16 0.36 0.36 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 1734 3344 176 Grp Volume(v), veh/h 86 532 0 116 459 480 820 1534 234 268 512 529 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1734 1730 1789 Q Serve(g_s), s 5.9 18.4 0.0 8.0 15.2 12.6 28.7 51.6 8.4 18.4 32.0 32.0 Cycle Q Clear(g_c), s 5.9 18.4 0.0 8.0 15.2 12.6 28.7 51.6 8.4 18.4 32.0 32.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 101 536 126 585 512 866 1592 710 282 631 653 V/C Ratio(X)0.85 0.99 0.92 0.78 0.94 0.95 0.96 0.33 0.95 0.81 0.81 Avail Cap(c_a), veh/h 101 536 126 585 512 866 1592 710 282 631 653 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.09 0.09 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.0 50.6 0.0 55.3 47.8 24.6 43.7 31.4 10.9 49.8 34.4 34.4 Incr Delay (d2), s/veh 6.3 9.9 0.0 56.9 6.9 25.2 18.9 15.4 1.2 40.4 10.8 10.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 8.3 0.0 5.3 6.8 15.8 13.6 23.0 3.9 10.8 14.5 14.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 62.3 60.5 0.0 112.2 54.7 49.8 62.6 46.9 12.1 90.1 45.2 44.8 LnGrp LOS E E F D D E D B F D D Approach Vol, veh/h 618 A 1055 2588 1309 Approach Delay, s/veh 60.7 58.8 48.7 54.2 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.0 59.7 13.2 23.1 35.4 48.3 11.5 24.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 55.2 8.7 18.6 30.9 43.8 7.0 20.3 Max Q Clear Time (g_c+I1), s 20.4 53.6 10.0 20.4 30.7 34.0 7.9 17.2 Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 0.1 4.1 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 53.3 HCM 6th LOS D Notes Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. 7.3-60 Lanes, Volumes, Timings 2040 WP PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 135 696 133 123 940 224 285 1395 180 223 979 139 Future Volume (vph) 135 696 133 123 940 224 285 1395 180 223 979 139 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)435 50 200 325 160 160 255 50 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)105 120 140 160 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 55 50 50 Link Distance (ft)1169 798 1237 1379 Travel Time (s)17.7 9.9 16.9 18.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 30.5 11.5 31.5 31.5 11.5 30.5 30.5 Total Split (s)14.6 36.9 36.9 16.8 39.1 39.1 18.0 53.0 53.0 13.3 48.3 48.3 Total Split (%)12.2% 30.8% 30.8% 14.0% 32.6% 32.6% 15.0% 44.2% 44.2% 11.1% 40.3% 40.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65.5 (55%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 4: Madison St. & Avenue 52 7.3-61 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 4: Madison St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 696 133 123 940 224 285 1395 180 223 979 139 Future Volume (veh/h) 135 696 133 123 940 224 285 1395 180 223 979 139 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 138 710 136 126 959 229 291 1423 184 228 999 142 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 146 987 440 151 998 445 379 1398 624 247 1263 563 Arrive On Green 0.08 0.29 0.29 0.09 0.29 0.29 0.11 0.40 0.40 0.07 0.36 0.36 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 138 710 136 126 959 229 291 1423 184 228 999 142 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1730 1543 1682 1730 1543 Q Serve(g_s), s 9.5 22.1 6.1 8.6 32.7 11.8 10.1 48.5 7.0 8.1 30.9 5.8 Cycle Q Clear(g_c), s 9.5 22.1 6.1 8.6 32.7 11.8 10.1 48.5 7.0 8.1 30.9 5.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 146 987 440 151 998 445 379 1398 624 247 1263 563 V/C Ratio(X) 0.95 0.72 0.31 0.83 0.96 0.51 0.77 1.02 0.29 0.92 0.79 0.25 Avail Cap(c_a), veh/h 146 987 440 178 998 445 379 1398 624 247 1263 563 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.7 38.6 18.3 53.9 42.0 22.4 51.7 35.7 12.8 55.3 34.0 15.0 Incr Delay (d2), s/veh 58.0 4.5 1.8 24.4 20.5 4.2 9.3 28.5 1.2 37.3 5.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 9.7 3.1 4.6 15.9 4.5 4.6 24.4 3.4 4.6 13.1 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 112.7 43.1 20.1 78.3 62.6 26.6 61.0 64.3 14.0 92.6 39.1 16.0 LnGrp LOS F D C E E C E F B F D B Approach Vol, veh/h 984 1314 1898 1369 Approach Delay, s/veh 49.7 57.8 58.9 45.6 Approach LOS D E E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.3 53.0 15.0 38.7 18.0 48.3 14.6 39.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.8 48.5 12.3 32.4 13.5 43.8 10.1 34.6 Max Q Clear Time (g_c+I1), s 10.1 50.5 10.6 24.1 12.1 32.9 11.5 34.7 Green Ext Time (p_c), s 0.0 0.0 0.0 3.1 0.1 5.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 53.8 HCM 6th LOS D 7.3-62 Lanes, Volumes, Timings 2040 WP PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 264 822 189 78 909 439 204 1546 73 352 1257 277 Future Volume (vph) 264 822 189 78 909 439 204 1546 73 352 1257 277 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 210 300 240 290 220 200 200 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)120 90 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 50 50 50 Link Distance (ft)579 1049 1270 550 Travel Time (s)8.8 14.3 17.3 7.5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 5 2 16738 74 Permitted Phases 2684 Detector Phase 522167388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 30.5 30.5 11.5 30.5 11.5 11.5 30.5 30.5 11.5 30.5 30.5 Total Split (s)22.0 44.8 44.8 13.2 36.0 17.8 12.5 44.2 44.2 17.8 49.5 49.5 Total Split (%)18.3% 37.3% 37.3% 11.0% 30.0% 14.8% 10.4% 36.8% 36.8% 14.8% 41.3% 41.3% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max None None Max Max None Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 77.7 (65%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 5: Madison St. & Avenue 50/50th Avenue 7.3-63 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 5: Madison St. & Avenue 50/50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 264 822 189 78 909 439 204 1546 73 352 1257 277 Future Volume (veh/h) 264 822 189 78 909 439 204 1546 73 352 1257 277 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 269 839 193 80 928 448 208 1578 74 359 1283 283 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 253 1213 541 100 908 576 224 1645 511 373 1298 579 Arrive On Green 0.18 0.42 0.42 0.07 0.31 0.31 0.08 0.40 0.40 0.13 0.45 0.45 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 3365 4972 1543 3365 3460 1543 Grp Volume(v), veh/h 269 839 193 80 928 448 208 1578 74 359 1283 283 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1682 1657 1543 1682 1730 1543 Q Serve(g_s), s 17.5 23.8 8.0 5.5 31.5 12.5 7.4 37.1 3.0 12.7 44.1 10.0 Cycle Q Clear(g_c), s 17.5 23.8 8.0 5.5 31.5 12.5 7.4 37.1 3.0 12.7 44.1 10.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 253 1213 541 100 908 576 224 1645 511 373 1298 579 V/C Ratio(X) 1.06 0.69 0.36 0.80 1.02 0.78 0.93 0.96 0.14 0.96 0.99 0.49 Avail Cap(c_a), veh/h 253 1213 541 126 908 576 224 1645 511 373 1298 579 HCM Platoon Ratio 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 29.5 15.6 55.1 41.1 15.0 54.9 35.4 16.3 51.8 32.7 10.4 Incr Delay (d2), s/veh 74.4 3.3 1.8 23.9 35.5 9.9 40.5 14.4 0.6 36.8 22.4 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.3 9.4 3.6 3.0 16.6 6.4 4.2 15.4 1.4 7.0 20.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 123.9 32.7 17.5 79.0 76.6 24.9 95.4 49.8 16.9 88.5 55.2 13.3 LnGrp LOS F C B E F C F D B F E B Approach Vol, veh/h 1301 1456 1860 1925 Approach Delay, s/veh 49.3 60.8 53.6 55.3 Approach LOS D E D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.4 46.6 12.5 49.5 22.0 36.0 17.8 44.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.7 40.3 8.0 45.0 17.5 31.5 13.3 39.7 Max Q Clear Time (g_c+I1), s 7.5 25.8 9.4 46.1 19.5 33.5 14.7 39.1 Green Ext Time (p_c), s 0.0 5.2 0.0 0.0 0.0 0.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 54.8 HCM 6th LOS D 7.3-64 Lanes, Volumes, Timings 2040 WP PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)31 24 2 34 11 1395 6 251 53 1747 315 2 Future Volume (vph)31 24 2 34 11 1395 6 251 53 1747 315 2 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)110 110 140 140 150 150 240 0 Storage Lanes 0 1 1 0 1 1 2 1 Taper Length (ft)0 110 90 140 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 55 55 Link Distance (ft)531 5080 436 1277 Travel Time (s)6.6 63.0 5.4 15.8 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Perm Protected Phases 5 2 16738 74 Permitted Phases 2684 Detector Phase 522167388744 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)11.5 22.9 22.9 11.5 22.9 63.1 22.5 22.5 22.5 63.1 63.1 63.1 Total Split (%)9.6% 19.1% 19.1% 9.6% 19.1% 52.6% 18.8% 18.8% 18.8% 52.6% 52.6% 52.6% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None None Max Max Max Max Max Max Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 6: Jefferson St. & Avenue 54 7.3-65 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 6: Jefferson St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 24 2 34 11 1395 6 251 53 1747 315 2 Future Volume (veh/h) 31 24 2 34 11 1395 6 251 53 1747 315 2 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 32 24 2 35 11 1423 6 256 54 1783 321 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 66 312 265 70 316 1797 260 519 232 1643 1690 754 Arrive On Green 0.04 0.17 0.17 0.04 0.17 0.17 0.15 0.15 0.15 0.49 0.49 0.49 Sat Flow, veh/h 1734 1821 1543 1734 1821 2716 1734 3460 1543 3365 3460 1543 Grp Volume(v), veh/h 32 24 2 35 11 1423 6 256 54 1783 321 2 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1358 1734 1730 1543 1682 1730 1543 Q Serve(g_s), s 2.2 1.3 0.1 2.4 0.6 20.8 0.4 8.1 3.7 58.6 6.3 0.1 Cycle Q Clear(g_c), s 2.2 1.3 0.1 2.4 0.6 20.8 0.4 8.1 3.7 58.6 6.3 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 66 312 265 70 316 1797 260 519 232 1643 1690 754 V/C Ratio(X) 0.48 0.08 0.01 0.50 0.03 0.79 0.02 0.49 0.23 1.09 0.19 0.00 Avail Cap(c_a), veh/h 101 312 265 101 316 1797 260 519 232 1643 1690 754 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.5 41.7 41.2 56.4 41.2 14.4 43.5 46.8 44.9 30.7 17.3 15.7 Incr Delay (d2), s/veh 5.3 0.5 0.1 1.8 0.0 0.8 0.2 3.3 2.3 49.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.6 0.1 1.0 0.3 11.1 0.2 3.6 1.5 32.2 2.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.9 42.2 41.3 58.3 41.3 15.3 43.7 50.1 47.3 79.9 17.6 15.7 LnGrp LOS E D D E D B D D D F B B Approach Vol, veh/h 58 1469 316 2106 Approach Delay, s/veh 53.0 16.5 49.5 70.3 Approach LOS D B D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.3 25.1 22.5 63.1 9.1 25.3 63.1 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 18.4 18.0 58.6 7.0 18.4 58.6 18.0 Max Q Clear Time (g_c+I1), s 4.4 3.3 2.4 8.3 4.2 22.8 60.6 10.1 Green Ext Time (p_c), s 0.0 0.0 0.0 1.9 0.0 0.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 48.4 HCM 6th LOS D 7.3-66 Lanes, Volumes, Timings 2040 WP PM Peak hour 7: Jefferson St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 122 553 547 34 885 565 593 1046 99 258 1179 216 Future Volume (vph) 122 553 547 34 885 565 593 1046 99 258 1179 216 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 50 55 Link Distance (ft)709 813 334 462 Travel Time (s)9.7 11.1 4.6 5.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Sign Control Yield Yield Yield Yield Intersection Summary Area Type:Other Control Type: Roundabout 7.3-67 MITIG8 - GPBO_Opt1_PM Wed Nov 13, 2019 16:48:45 Page 1-1 -------------------------------------------------------------------------------- The Wave - Coral Mountain TIA (JN:12615) 2040 With Project PM Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report FHWA Roundabout Method (Base Volume Alternative) ******************************************************************************** Intersection #7 Jefferson St. / Avenue 52 ******************************************************************************** Average Delay (sec/veh): 9.1 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Yield Sign Yield Sign Yield Sign Yield Sign Lanes: 2 2 3 3 ------------|---------------||---------------||---------------||---------------| Volume Module: Base Vol: 593 1046 99 258 1179 216 122 553 547 34 885 565 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 593 1046 99 258 1179 216 122 553 547 34 885 565 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.00 PHF Volume: 605 1067 101 263 1203 220 124 564 0 35 903 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 605 1067 101 263 1203 220 124 564 0 35 903 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 FinalVolume: 605 1067 101 263 1203 220 124 564 0 35 903 0 ------------|---------------||---------------||---------------||---------------| PCE Module: AutoPCE: 605 1067 101 263 1203 220 124 564 0 35 903 0 TruckPCE: 0 0 0 0 0 0 0 0 0 0 0 0 ComboPCE: 0 0 0 0 0 0 0 0 0 0 0 0 BicyclePCE: 0 0 0 0 0 0 0 0 0 0 0 0 AdjVolume: 605 1067 101 263 1203 220 124 564 0 35 903 0 ------------|---------------||---------------||---------------||---------------| Delay Module: >> Time Period: 0.25 hours << CircVolume: 263 605 1466 1672 MaxVolume: 2234 1988 xxxxxx xxxxxx PedVolume: 0 0 0 0 AdjMaxVol: 2234 1988 xxxxxx xxxxxx ApproachVol: 1773 1687 xxxxxx xxxxxx ApproachV/C: 0.79 0.85 1.00 1.00 ApproachDel: 7.4 10.8 xxxxxx xxxxxx ApproachLOS: A B * * Queue: 9.9 12.6 xxxx xxxx Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE 7.3-68 Lanes, Volumes, Timings 2040 WP PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 2 21 9 1 42 3 1834 7 23 1673 68 Future Volume (vph)66 2 21 9 1 42 3 1834 7 23 1673 68 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)0 0 0 0 160 0 180 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft)60 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)25 25 55 55 Link Distance (ft)509 561 1820 1343 Travel Time (s)13.9 15.3 22.6 16.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 Detector Phase 44488852 16 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 40.5 18.0 39.5 Total Split (s)48.0 48.0 48.0 48.0 48.0 48.0 18.0 54.0 18.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 40.0% 40.0% 15.0% 45.0% 15.0% 45.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.5 4.0 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 7.5 6.0 7.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None None None C-Min None C-Min Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 30 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 8: Jefferson St. & Pomelo 7.3-69 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 8: Jefferson St. & Pomelo The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 2 21 9 1 42 3 1834 7 23 1673 68 Future Volume (veh/h) 66 2 21 9 1 42 3 1834 7 23 1673 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 67 2 21 9 1 43 3 1871 7 23 1707 69 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 73 1 514 66 4 514 17 2304 9 93 2425 98 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.01 0.45 0.45 0.11 0.99 0.99 Sat Flow, veh/h 41 4 1543 28 13 1543 1734 5113 19 1734 4902 198 Grp Volume(v), veh/h 69 0 21 10 0 43 3 1213 665 23 1154 622 Grp Sat Flow(s),veh/h/ln 45 0 1543 41 0 1543 1734 1657 1818 1734 1657 1785 Q Serve(g_s), s 1.2 0.0 1.1 0.6 0.0 2.3 0.2 38.0 38.0 1.5 1.5 1.5 Cycle Q Clear(g_c), s 40.0 0.0 1.1 39.7 0.0 2.3 0.2 38.0 38.0 1.5 1.5 1.5 Prop In Lane 0.97 1.00 0.90 1.00 1.00 0.01 1.00 0.11 Lane Grp Cap(c), veh/h 74 0 514 71 0 514 17 1494 819 93 1640 883 V/C Ratio(X) 0.93 0.00 0.04 0.14 0.00 0.08 0.18 0.81 0.81 0.25 0.70 0.70 Avail Cap(c_a), veh/h 97 0 540 94 0 540 173 1494 819 173 1640 883 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.54 0.54 0.54 Uniform Delay (d), s/veh 59.3 0.0 27.0 46.2 0.0 27.4 59.0 28.6 28.6 51.4 0.3 0.3 Incr Delay (d2), s/veh 69.5 0.0 0.1 1.9 0.0 0.1 10.9 4.9 8.6 1.6 1.4 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 0.4 0.3 0.0 0.9 0.1 14.7 17.0 0.6 0.5 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 128.9 0.0 27.1 48.1 0.0 27.6 69.8 33.5 37.2 52.9 1.7 2.9 LnGrp LOS F A C D A C E C D D A A Approach Vol, veh/h 90 53 1881 1799 Approach Delay, s/veh 105.1 31.5 34.8 2.8 Approach LOS F C C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 60.8 46.8 7.1 66.0 46.8 Change Period (Y+Rc), s 6.0 7.5 6.0 6.0 7.5 6.0 Max Green Setting (Gmax), s 12.0 46.5 42.0 12.0 46.5 42.0 Max Q Clear Time (g_c+I1), s 3.5 40.0 42.0 2.2 3.5 41.7 Green Ext Time (p_c), s 0.0 6.0 0.0 0.0 30.0 0.0 Intersection Summary HCM 6th Ctrl Delay 21.4 HCM 6th LOS C 7.3-70 Lanes, Volumes, Timings 2040 WP PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 362 506 146 382 584 300 159 1498 285 408 1246 285 Future Volume (vph) 362 506 146 382 584 300 159 1498 285 408 1246 285 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)245 100 105 0 360 220 280 230 Storage Lanes 2 1 2 1 1 1 2 1 Taper Length (ft)120 60 120 120 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 45 55 55 Link Distance (ft)693 995 1343 697 Travel Time (s)9.5 15.1 16.6 8.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Minimum Split (s)18.0 31.5 31.5 18.0 38.5 38.5 18.0 40.5 40.5 18.0 40.5 40.5 Total Split (s)18.0 34.0 34.0 23.0 39.0 39.0 20.0 43.0 43.0 20.0 43.0 43.0 Total Split (%)15.0% 28.3% 28.3% 19.2% 32.5% 32.5% 16.7% 35.8% 35.8% 16.7% 35.8% 35.8% Yellow Time (s)4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 4.0 5.5 5.5 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 6.0 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Min C-Min C-Min None C-Min C-Min None None None None None None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Yellow Natural Cycle: 125 Control Type: Actuated-Coordinated Splits and Phases: 9: Jefferson St. & Avenue 50 7.3-71 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 9: Jefferson St. & Avenue 50 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 362 506 146 382 584 300 159 1498 285 408 1246 285 Future Volume (veh/h) 362 506 146 382 584 300 159 1498 285 408 1246 285 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 369 516 149 390 596 306 162 1529 291 416 1271 291 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 336 760 339 439 865 386 186 1471 457 393 1579 490 Arrive On Green 0.15 0.33 0.33 0.20 0.38 0.38 0.16 0.44 0.44 0.17 0.48 0.48 Sat Flow, veh/h 3365 3460 1543 3365 3460 1543 1734 4972 1543 3365 4972 1543 Grp Volume(v), veh/h 369 516 149 390 596 306 162 1529 291 416 1271 291 Grp Sat Flow(s),veh/h/ln 1682 1730 1543 1682 1730 1543 1734 1657 1543 1682 1657 1543 Q Serve(g_s), s 12.0 15.5 9.1 13.5 17.4 14.3 10.9 35.5 11.5 14.0 26.1 16.5 Cycle Q Clear(g_c), s 12.0 15.5 9.1 13.5 17.4 14.3 10.9 35.5 11.5 14.0 26.1 16.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 336 760 339 439 865 386 186 1471 457 393 1579 490 V/C Ratio(X) 1.10 0.68 0.44 0.89 0.69 0.79 0.87 1.04 0.64 1.06 0.80 0.59 Avail Cap(c_a), veh/h 336 764 341 477 908 405 202 1471 457 393 1579 490 HCM Platoon Ratio 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 36.6 34.4 47.4 33.6 16.0 49.5 33.4 12.2 49.5 28.3 25.8 Incr Delay (d2), s/veh 77.5 4.8 4.1 16.5 4.5 15.4 23.8 32.3 2.8 62.1 3.3 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 6.2 3.5 6.1 6.8 5.7 5.5 15.5 3.5 8.6 8.3 5.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 128.5 41.4 38.5 63.9 38.0 31.3 73.3 65.7 15.0 111.6 31.6 28.1 LnGrp LOS F D D E D C E F B F C C Approach Vol, veh/h 1034 1292 1982 1978 Approach Delay, s/veh 72.1 44.2 58.9 47.9 Approach LOS E D E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 21.5 43.0 21.6 33.9 18.9 45.6 18.0 37.5 Change Period (Y+Rc), s 7.5 * 7.5 6.0 7.5 6.0 7.5 6.0 7.5 Max Green Setting (Gmax), s 14.0 * 36 17.0 26.5 14.0 35.5 12.0 31.5 Max Q Clear Time (g_c+I1), s 16.0 37.5 15.5 17.5 12.9 28.1 14.0 19.4 Green Ext Time (p_c), s 0.0 0.0 0.1 4.0 0.0 5.6 0.0 6.4 Intersection Summary HCM 6th Ctrl Delay 54.6 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 7.3-72 Lanes, Volumes, Timings 2040 WP PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 967 790 2 2 699 300 2 2 2 684 2 401 Future Volume (vph) 967 790 2 2 699 300 2 2 2 684 2 401 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 150 0 150 150 Storage Lanes 2 0 1 1 0 0 2 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)40 40 25 40 Link Distance (ft)1137 661 281 437 Travel Time (s)19.4 11.3 7.7 7.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Perm Perm NA Prot NA pm+ov Protected Phases 5 2 1 6 8 7 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 16688 745 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 22.5 22.5 22.5 22.5 22.5 11.5 Total Split (s)39.0 57.0 11.5 29.5 29.5 22.5 22.5 29.0 51.5 39.0 Total Split (%)32.5% 47.5% 9.6% 24.6% 24.6% 18.8% 18.8% 24.2% 42.9% 32.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None None None Max Max Max Max None Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 10: Avenue 60 & Madison St. 7.3-73 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 10: Avenue 60 & Madison St. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 967 790 2 2 699 300 2 2 2 684 2 401 Future Volume (veh/h) 967 790 2 2 699 300 2 2 2 684 2 401 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 987 806 2 2 713 306 2 2 2 698 2 409 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 997 1742 4 7 759 322 93 90 71 708 713 1048 Arrive On Green 0.29 0.49 0.49 0.00 0.21 0.21 0.15 0.15 0.15 0.20 0.39 0.39 Sat Flow, veh/h 3469 3541 9 1734 3642 1543 352 600 476 3469 1821 1543 Grp Volume(v), veh/h 987 394 414 2 713 306 6 0 0 698 2 409 Grp Sat Flow(s),veh/h/ln 1734 1730 1820 1734 1821 1543 1429 0 0 1734 1821 1543 Q Serve(g_s), s 34.0 18.0 18.0 0.1 23.1 15.2 0.0 0.0 0.0 24.1 0.1 13.9 Cycle Q Clear(g_c), s 34.0 18.0 18.0 0.1 23.1 15.2 0.4 0.0 0.0 24.1 0.1 13.9 Prop In Lane 1.00 0.00 1.00 1.00 0.33 0.33 1.00 1.00 Lane Grp Cap(c), veh/h 997 851 895 7 759 322 254 0 0 708 713 1048 V/C Ratio(X) 0.99 0.46 0.46 0.31 0.94 0.95 0.02 0.00 0.00 0.99 0.00 0.39 Avail Cap(c_a), veh/h 997 851 895 101 759 322 254 0 0 708 713 1048 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.6 20.0 20.0 59.6 46.8 19.7 43.5 0.0 0.0 47.6 22.2 8.4 Incr Delay (d2), s/veh 25.9 1.8 1.7 24.4 19.5 37.4 0.2 0.0 0.0 30.5 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.7 7.4 7.7 0.1 12.3 8.8 0.2 0.0 0.0 13.1 0.0 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.5 21.8 21.8 84.0 66.2 57.1 43.7 0.0 0.0 78.1 22.2 9.5 LnGrp LOS E C C F E E D A A E C A Approach Vol, veh/h 1795 1021 6 1109 Approach Delay, s/veh 47.5 63.5 43.7 52.7 Approach LOS D E D D Timer - Assigned Phs 1 2 45678 Phs Duration (G+Y+Rc), s 5.0 63.5 51.5 39.0 29.5 29.0 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 52.5 47.0 34.5 25.0 24.5 18.0 Max Q Clear Time (g_c+I1), s 2.1 20.0 15.9 36.0 25.1 26.1 2.4 Green Ext Time (p_c), s 0.0 5.2 1.5 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 53.1 HCM 6th LOS D 7.3-74 Lanes, Volumes, Timings 2040 WP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 272 576 583 43 418 324 322 1060 32 381 618 234 Future Volume (vph) 272 576 583 43 418 324 322 1060 32 381 618 234 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 0 150 150 100 150 320 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Protected Phases 7 4 38152 16 Permitted Phases 8 Detector Phase 7 4 38152 16 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 Total Split (s)21.0 39.5 11.5 30.0 28.0 28.6 41.0 28.0 40.4 Total Split (%)17.5% 32.9% 9.6% 25.0% 23.3% 23.8% 34.2% 23.3% 33.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 7.3-75 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 272 576 583 43 418 324 322 1060 32 381 618 234 Future Volume (veh/h) 272 576 583 43 418 324 322 1060 32 381 618 234 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 278 588 595 44 427 331 329 1082 33 389 631 239 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 238 528 471 78 387 630 348 1043 32 340 734 278 Arrive On Green 0.14 0.31 0.31 0.04 0.21 0.21 0.20 0.30 0.30 0.20 0.30 0.30 Sat Flow, veh/h 1734 1730 1543 1734 1821 1543 1734 3428 105 1734 2455 929 Grp Volume(v), veh/h 278 588 595 44 427 331 329 546 569 389 445 425 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1821 1543 1734 1730 1802 1734 1730 1654 Q Serve(g_s), s 16.5 36.6 36.6 3.0 25.5 19.4 22.4 36.5 36.5 23.5 29.1 29.1 Cycle Q Clear(g_c), s 16.5 36.6 36.6 3.0 25.5 19.4 22.4 36.5 36.5 23.5 29.1 29.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 0.56 Lane Grp Cap(c), veh/h 238 528 471 78 387 630 348 526 548 340 518 495 V/C Ratio(X) 1.17 1.11 1.26 0.57 1.10 0.53 0.94 1.04 1.04 1.15 0.86 0.86 Avail Cap(c_a), veh/h 238 528 471 101 387 630 348 526 548 340 518 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.8 41.7 41.7 56.2 47.3 26.7 47.3 41.8 41.8 48.3 39.7 39.7 Incr Delay (d2), s/veh 110.4 74.3 134.7 6.3 76.7 0.8 34.0 49.3 48.6 94.3 16.8 17.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.3 25.8 30.9 1.4 19.4 6.9 12.6 21.9 22.7 18.6 14.1 13.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 162.2 116.0 176.4 62.5 123.9 27.5 81.3 91.1 90.3 142.6 56.4 57.1 LnGrp LOS F F F E F C FFFFEE Approach Vol, veh/h 1461 802 1444 1259 Approach Delay, s/veh 149.4 80.8 88.6 83.3 Approach LOS FFFF Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.0 41.0 9.9 41.1 28.6 40.4 21.0 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 36.5 7.0 35.0 24.1 35.9 16.5 25.5 Max Q Clear Time (g_c+I1), s 25.5 38.5 5.0 38.6 24.4 31.1 18.5 27.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 103.9 HCM 6th LOS F 7.3-76 Lanes, Volumes, Timings 2040 WP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 272 576 583 43 418 324 322 1060 32 381 618 234 Future Volume (vph) 272 576 583 43 418 324 322 1060 32 381 618 234 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 100 150 320 150 Storage Lanes 1 1 1 0 1 0 1 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)45 45 50 50 Link Distance (ft)598 1045 1022 1291 Travel Time (s)9.1 15.8 13.9 17.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 74538152 16 Permitted Phases 4 8 6 Detector Phase 74538152 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)24.2 34.9 32.6 11.9 22.6 31.6 32.6 41.6 31.6 40.6 40.6 Total Split (%)20.2% 29.1% 27.2% 9.9% 18.8% 26.3% 27.2% 34.7% 26.3% 33.8% 33.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 11: Monroe St. & Avenue 60/60th Avenue 7.3-77 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 11: Monroe St. & Avenue 60/60th Avenue With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 272 576 583 43 418 324 322 1060 32 381 618 234 Future Volume (veh/h) 272 576 583 43 418 324 322 1060 32 381 618 234 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 278 588 595 44 427 331 329 1082 33 389 631 239 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 285 875 708 94 494 569 357 1115 34 392 1229 521 Arrive On Green 0.16 0.25 0.25 0.05 0.14 0.14 0.21 0.32 0.32 0.23 0.34 0.34 Sat Flow, veh/h 1734 3460 1543 1734 3460 1543 1734 3516 107 1734 3642 1543 Grp Volume(v), veh/h 278 588 595 44 427 331 329 560 555 389 631 239 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1543 1734 1821 1802 1734 1821 1543 Q Serve(g_s), s 19.1 18.4 28.2 3.0 14.5 11.6 22.3 36.4 36.4 26.9 16.7 9.3 Cycle Q Clear(g_c), s 19.1 18.4 28.2 3.0 14.5 11.6 22.3 36.4 36.4 26.9 16.7 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 1.00 Lane Grp Cap(c), veh/h 285 875 708 94 494 569 357 578 571 392 1229 521 V/C Ratio(X) 0.98 0.67 0.84 0.47 0.86 0.58 0.92 0.97 0.97 0.99 0.51 0.46 Avail Cap(c_a), veh/h 285 877 708 107 522 581 406 578 571 392 1229 521 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.9 40.4 14.5 55.1 50.3 12.7 46.7 40.4 40.4 46.4 31.9 12.7 Incr Delay (d2), s/veh 46.7 2.0 9.0 3.6 13.5 1.4 24.7 30.8 31.1 43.6 1.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.7 7.8 10.4 1.4 7.0 3.7 11.7 20.3 20.1 15.8 7.3 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 96.6 42.4 23.5 58.6 63.8 14.1 71.4 71.2 71.5 89.9 33.4 15.6 LnGrp LOS F D C EEBEEEFCB Approach Vol, veh/h 1461 802 1444 1259 Approach Delay, s/veh 45.0 43.0 71.4 47.5 Approach LOS D D E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 31.6 42.6 11.0 34.8 29.2 45.0 24.2 21.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.1 37.1 7.4 30.4 28.1 36.1 19.7 18.1 Max Q Clear Time (g_c+I1), s 28.9 38.4 5.0 30.2 24.3 18.7 21.1 16.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 0.4 4.3 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 53.0 HCM 6th LOS D 7.3-78 Lanes, Volumes, Timings 2040 WP PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 150 512 99 412 511 190 211 1096 280 206 926 140 Future Volume (vph) 150 512 99 412 511 190 211 1096 280 206 926 140 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 732 913 1519 Travel Time (s)9.1 16.6 12.5 20.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Detector Phase 7 4 3 8 52216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 22.5 22.5 11.5 22.5 Total Split (s)19.2 25.0 32.1 37.9 19.6 43.9 43.9 19.0 43.3 Total Split (%)16.0% 20.8% 26.8% 31.6% 16.3% 36.6% 36.6% 15.8% 36.1% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 7.3-79 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 12: Monroe St. & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 150 512 99 412 511 190 211 1096 280 206 926 140 Future Volume (veh/h) 150 512 99 412 511 190 211 1096 280 206 926 140 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 153 522 101 420 521 194 215 1118 286 210 945 143 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 179 494 95 399 735 272 218 1136 507 210 974 147 Arrive On Green 0.10 0.17 0.17 0.23 0.30 0.30 0.13 0.33 0.33 0.12 0.32 0.32 Sat Flow, veh/h 1734 2893 557 1734 2471 916 1734 3460 1543 1734 3013 456 Grp Volume(v), veh/h 153 311 312 420 364 351 215 1118 286 210 542 546 Grp Sat Flow(s),veh/h/ln 1734 1730 1721 1734 1730 1656 1734 1730 1543 1734 1730 1739 Q Serve(g_s), s 10.4 20.5 20.5 27.6 22.5 22.7 14.8 38.5 18.3 14.5 37.1 37.1 Cycle Q Clear(g_c), s 10.4 20.5 20.5 27.6 22.5 22.7 14.8 38.5 18.3 14.5 37.1 37.1 Prop In Lane 1.00 0.32 1.00 0.55 1.00 1.00 1.00 0.26 Lane Grp Cap(c), veh/h 179 296 294 399 515 493 218 1136 507 210 559 562 V/C Ratio(X) 0.85 1.05 1.06 1.05 0.71 0.71 0.99 0.98 0.56 1.00 0.97 0.97 Avail Cap(c_a), veh/h 212 296 294 399 515 493 218 1136 507 210 559 562 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 49.8 49.8 46.2 37.5 37.6 52.3 40.0 33.2 52.8 40.0 40.0 Incr Delay (d2), s/veh 24.0 67.0 69.4 59.6 4.4 4.8 56.5 23.1 4.5 62.7 31.3 31.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 14.0 14.1 18.4 10.1 9.8 9.6 19.0 7.5 9.7 19.7 19.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.9 116.7 119.1 105.8 42.0 42.4 108.8 63.1 37.7 115.4 71.3 71.3 LnGrp LOS E F F F D D F E D F E E Approach Vol, veh/h 776 1135 1619 1298 Approach Delay, s/veh 109.8 65.7 64.7 78.4 Approach LOS F E E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 43.9 32.1 25.0 19.6 43.3 16.9 40.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 39.4 27.6 20.5 15.1 38.8 14.7 33.4 Max Q Clear Time (g_c+I1), s 16.5 40.5 29.6 22.5 16.8 39.1 12.4 24.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3.0 Intersection Summary HCM 6th Ctrl Delay 75.9 HCM 6th LOS E 7.3-80 Lanes, Volumes, Timings 2040 WP PM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 150 512 99 412 511 190 211 1096 280 206 926 140 Future Volume (vph) 150 512 99 412 511 190 211 1096 280 206 926 140 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 0 150 150 150 150 Storage Lanes 1 1 1 0 2 1 2 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 30 50 50 Link Distance (ft)670 732 913 1519 Travel Time (s)9.1 16.6 12.5 20.7 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 52316 Permitted Phases 4 2 Detector Phase 74438 52316 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 11.5 22.5 11.5 11.5 22.5 Total Split (s)19.2 24.0 24.0 37.0 41.8 13.6 46.0 37.0 13.0 45.4 Total Split (%)16.0% 20.0% 20.0% 30.8% 34.8% 11.3% 38.3% 30.8% 10.8% 37.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 12: Monroe St. & Avenue 58 7.3-81 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 12: Monroe St. & Avenue 58 With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 150 512 99 412 511 190 211 1096 280 206 926 140 Future Volume (veh/h) 150 512 99 412 511 190 211 1096 280 206 926 140 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 153 522 101 420 521 194 215 1118 286 210 945 143 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 179 562 251 445 780 289 255 1311 952 238 1097 166 Arrive On Green 0.10 0.16 0.16 0.26 0.32 0.32 0.08 0.36 0.36 0.07 0.35 0.35 Sat Flow, veh/h 1734 3460 1543 1734 2471 916 3365 3642 1543 3365 3091 468 Grp Volume(v), veh/h 153 522 101 420 364 351 215 1118 286 210 557 531 Grp Sat Flow(s),veh/h/ln 1734 1730 1543 1734 1730 1656 1682 1821 1543 1682 1821 1737 Q Serve(g_s), s 10.4 17.9 7.0 28.5 21.9 22.1 7.6 34.0 10.5 7.4 34.1 34.1 Cycle Q Clear(g_c), s 10.4 17.9 7.0 28.5 21.9 22.1 7.6 34.0 10.5 7.4 34.1 34.1 Prop In Lane 1.00 1.00 1.00 0.55 1.00 1.00 1.00 0.27 Lane Grp Cap(c), veh/h 179 562 251 445 546 523 255 1311 952 238 646 616 V/C Ratio(X) 0.85 0.93 0.40 0.94 0.67 0.67 0.84 0.85 0.30 0.88 0.86 0.86 Avail Cap(c_a), veh/h 212 562 251 470 546 523 255 1311 952 238 646 616 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.9 49.6 45.0 43.7 35.6 35.6 54.7 35.5 10.8 55.2 36.0 36.0 Incr Delay (d2), s/veh 24.0 21.9 1.0 27.1 3.1 3.3 21.8 7.2 0.8 29.4 14.1 14.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 9.1 2.8 15.5 9.7 9.3 3.9 15.5 3.7 4.0 16.8 16.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.9 71.5 46.1 70.8 38.6 38.9 76.5 42.7 11.6 84.6 50.1 50.7 LnGrp LOS E E D E D D E D B F D D Approach Vol, veh/h 776 1135 1619 1298 Approach Delay, s/veh 69.2 50.7 41.7 55.9 Approach LOS E D D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 47.7 35.3 24.0 13.6 47.1 16.9 42.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 41.5 32.5 19.5 9.1 40.9 14.7 37.3 Max Q Clear Time (g_c+I1), s 9.4 36.0 30.5 19.9 9.6 36.1 12.4 24.1 Green Ext Time (p_c), s 0.0 3.5 0.3 0.0 0.0 2.6 0.1 3.8 Intersection Summary HCM 6th Ctrl Delay 52.0 HCM 6th LOS D 7.3-82 Lanes, Volumes, Timings 2040 WP PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)71 325 54 119 491 367 102 1317 94 276 1096 130 Future Volume (vph)71 325 54 119 491 367 102 1317 94 276 1096 130 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)280 150 150 150 105 150 160 50 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft)60 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)5252 1251 918 726 Travel Time (s)71.6 17.1 12.5 9.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Perm Protected Phases 7 4 38152 16 Permitted Phases 8 6 Detector Phase 7 4 38152 166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 11.5 22.5 11.5 22.5 22.5 Total Split (s)11.8 22.6 14.4 25.2 26.0 18.5 57.0 26.0 64.5 64.5 Total Split (%)9.8% 18.8% 12.0% 21.0% 21.7% 15.4% 47.5% 21.7% 53.8% 53.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 13: Monroe St. & Airport Bl. 7.3-83 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 13: Monroe St. & Airport Bl. The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 325 54 119 491 367 102 1317 94 276 1096 130 Future Volume (veh/h) 71 325 54 119 491 367 102 1317 94 276 1096 130 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 72 332 55 121 501 374 104 1344 96 282 1118 133 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 92 426 70 143 597 539 128 1467 104 307 1905 849 Arrive On Green 0.05 0.14 0.14 0.08 0.17 0.17 0.07 0.45 0.45 0.18 0.55 0.55 Sat Flow, veh/h 1734 2975 488 1734 3460 1543 1734 3276 233 1734 3460 1543 Grp Volume(v), veh/h 72 192 195 121 501 374 104 708 732 282 1118 133 Grp Sat Flow(s),veh/h/ln 1734 1730 1733 1734 1730 1543 1734 1730 1779 1734 1730 1543 Q Serve(g_s), s 4.9 12.8 13.1 8.3 16.8 20.7 7.1 45.9 46.3 19.2 25.8 5.1 Cycle Q Clear(g_c), s 4.9 12.8 13.1 8.3 16.8 20.7 7.1 45.9 46.3 19.2 25.8 5.1 Prop In Lane 1.00 0.28 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 92 247 248 143 597 539 128 775 797 307 1905 849 V/C Ratio(X) 0.78 0.77 0.79 0.85 0.84 0.69 0.81 0.91 0.92 0.92 0.59 0.16 Avail Cap(c_a), veh/h 106 261 261 143 597 539 202 775 797 311 1905 849 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 49.6 49.7 54.3 48.0 33.5 54.7 31.0 31.1 48.6 17.9 13.3 Incr Delay (d2), s/veh 24.1 11.1 12.3 34.8 10.3 3.8 12.4 17.1 17.4 31.0 1.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 6.1 6.3 4.9 7.8 9.4 3.4 21.2 22.0 10.6 9.6 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.3 60.7 61.9 89.1 58.4 37.4 67.1 48.1 48.5 79.6 19.2 13.7 LnGrp LOS F E E F E D E D D E B B Approach Vol, veh/h 459 996 1544 1533 Approach Delay, s/veh 64.3 54.2 49.6 29.9 Approach LOS E D D C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 25.7 58.2 14.4 21.7 13.4 70.6 10.9 25.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 52.5 9.9 18.1 14.0 60.0 7.3 20.7 Max Q Clear Time (g_c+I1), s 21.2 48.3 10.3 15.1 9.1 27.8 6.9 22.7 Green Ext Time (p_c), s 0.0 2.9 0.0 0.6 0.1 9.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.4 HCM 6th LOS D 7.3-84 Lanes, Volumes, Timings 2040 WP PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 215 609 205 147 820 206 115 1594 48 177 1156 92 Future Volume (vph) 215 609 205 147 820 206 115 1594 48 177 1156 92 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)305 150 150 150 150 150 150 700 Storage Lanes 2 1 1 1 1 1 1 1 Taper Length (ft)100 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)672 623 677 775 Travel Time (s)8.3 7.7 9.2 10.6 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)12.4 29.0 29.0 15.4 32.0 32.0 19.6 58.6 58.6 17.0 56.0 56.0 Total Split (%)10.3% 24.2% 24.2% 12.8% 26.7% 26.7% 16.3% 48.8% 48.8% 14.2% 46.7% 46.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110 Control Type: Actuated-Coordinated Splits and Phases: 14: Monroe St. & Avenue 54 7.3-85 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 14: Monroe St. & Avenue 54 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 609 205 147 820 206 115 1594 48 177 1156 92 Future Volume (veh/h) 215 609 205 147 820 206 115 1594 48 177 1156 92 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 219 621 209 150 837 210 117 1627 49 181 1180 94 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 228 700 297 178 835 354 143 1642 696 181 1722 730 Arrive On Green 0.07 0.19 0.19 0.10 0.23 0.23 0.08 0.45 0.45 0.10 0.47 0.47 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 1734 3642 1543 1734 3642 1543 Grp Volume(v), veh/h 219 621 209 150 837 210 117 1627 49 181 1180 94 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1543 Q Serve(g_s), s 7.6 19.9 12.2 10.2 27.5 11.2 8.0 53.2 1.5 12.5 30.3 3.0 Cycle Q Clear(g_c), s 7.6 19.9 12.2 10.2 27.5 11.2 8.0 53.2 1.5 12.5 30.3 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 228 700 297 178 835 354 143 1642 696 181 1722 730 V/C Ratio(X) 0.96 0.89 0.70 0.84 1.00 0.59 0.82 0.99 0.07 1.00 0.69 0.13 Avail Cap(c_a), veh/h 228 744 315 178 835 354 218 1642 696 181 1722 730 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 47.2 29.4 52.9 46.3 24.3 54.2 32.7 8.5 53.8 24.7 9.5 Incr Delay (d2), s/veh 47.9 12.1 6.5 28.6 31.8 2.7 13.5 20.1 0.2 67.4 2.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 9.8 4.8 5.7 15.4 4.1 3.9 25.9 0.8 8.6 12.6 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 103.8 59.3 35.9 81.4 78.1 27.0 67.7 52.8 8.7 121.2 26.9 9.9 LnGrp LOS F E D F F C E D A F C A Approach Vol, veh/h 1049 1197 1793 1455 Approach Delay, s/veh 64.0 69.5 52.6 37.5 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.0 58.6 16.8 27.6 14.4 61.2 12.4 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 54.1 10.9 24.5 15.1 51.5 7.9 27.5 Max Q Clear Time (g_c+I1), s 14.5 55.2 12.2 21.9 10.0 32.3 9.6 29.5 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.1 7.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 54.5 HCM 6th LOS D 7.3-86 Lanes, Volumes, Timings 2040 WP PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 179 647 266 95 1034 287 229 1331 144 225 1089 138 Future Volume (vph) 179 647 266 95 1034 287 229 1331 144 225 1089 138 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)190 200 100 50 150 150 195 150 Storage Lanes 1 1 1 1 2 1 2 1 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)55 55 50 50 Link Distance (ft)817 587 676 1348 Travel Time (s)10.1 7.3 9.2 18.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4826 Detector Phase 744388522166 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 11.5 22.5 22.5 Total Split (s)17.6 38.6 38.6 18.0 39.0 39.0 15.7 50.1 50.1 13.3 47.7 47.7 Total Split (%)14.7% 32.2% 32.2% 15.0% 32.5% 32.5% 13.1% 41.8% 41.8% 11.1% 39.8% 39.8% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 15: Monroe St. & Avenue 52 7.3-87 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 15: Monroe St. & Avenue 52 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 179 647 266 95 1034 287 229 1331 144 225 1089 138 Future Volume (veh/h) 179 647 266 95 1034 287 229 1331 144 225 1089 138 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 183 660 271 97 1055 293 234 1358 147 230 1111 141 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 189 1191 505 121 1047 444 288 1384 586 247 1339 568 Arrive On Green 0.11 0.33 0.33 0.07 0.29 0.29 0.09 0.38 0.38 0.07 0.37 0.37 Sat Flow, veh/h 1734 3642 1543 1734 3642 1543 3365 3642 1543 3365 3642 1543 Grp Volume(v), veh/h 183 660 271 97 1055 293 234 1358 147 230 1111 141 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1682 1821 1543 1682 1821 1543 Q Serve(g_s), s 12.6 17.9 17.2 6.6 34.5 20.0 8.2 44.2 7.8 8.2 33.3 7.6 Cycle Q Clear(g_c), s 12.6 17.9 17.2 6.6 34.5 20.0 8.2 44.2 7.8 8.2 33.3 7.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 189 1191 505 121 1047 444 288 1384 586 247 1339 568 V/C Ratio(X) 0.97 0.55 0.54 0.80 1.01 0.66 0.81 0.98 0.25 0.93 0.83 0.25 Avail Cap(c_a), veh/h 189 1191 505 195 1047 444 314 1384 586 247 1339 568 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 33.2 33.0 55.0 42.8 37.6 53.9 36.8 25.5 55.3 34.5 26.4 Incr Delay (d2), s/veh 55.5 0.6 1.1 11.7 29.7 3.6 13.9 20.1 1.0 39.2 6.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 7.5 6.2 3.2 18.8 7.6 3.9 22.1 2.9 4.7 14.9 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 108.7 33.7 34.1 66.7 72.4 41.2 67.8 56.9 26.5 94.5 40.6 27.4 LnGrp LOS F C C E F D E E C F D C Approach Vol, veh/h 1114 1445 1739 1482 Approach Delay, s/veh 46.1 65.7 55.8 47.7 Approach LOS D E E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.3 50.1 12.8 43.8 14.8 48.6 17.6 39.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.8 45.6 13.5 34.1 11.2 43.2 13.1 34.5 Max Q Clear Time (g_c+I1), s 10.2 46.2 8.6 19.9 10.2 35.3 14.6 36.5 Green Ext Time (p_c), s 0.0 0.0 0.1 4.1 0.1 4.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 54.3 HCM 6th LOS D 7.3-88 Lanes, Volumes, Timings 2040 WP PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)59 972 209 64 1124 132 209 1577 116 158 1344 47 Future Volume (vph)59 972 209 64 1124 132 209 1577 116 158 1344 47 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)210 120 220 150 200 150 170 150 Storage Lanes 2 1 1 1 2 1 2 0 Taper Length (ft)120 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 50 50 Link Distance (ft)710 640 1322 436 Travel Time (s)9.7 8.7 18.0 5.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Perm Prot NA pm+ov Prot NA Perm Prot NA Protected Phases 7 4 38152 16 Permitted Phases 4 8 2 Detector Phase 74438152216 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 20.5 20.5 11.5 20.5 11.5 11.5 20.5 20.5 11.5 20.5 Total Split (s)11.5 41.1 41.1 11.5 41.1 11.5 12.2 55.9 55.9 11.5 55.2 Total Split (%)9.6% 34.3% 34.3% 9.6% 34.3% 9.6% 10.2% 46.6% 46.6% 9.6% 46.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 -0.5 0.0 -0.5 -0.5 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.5 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None C-Max C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 11.5 (10%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 16: Monroe St. & 50th Avenue 7.3-89 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 16: Monroe St. & 50th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 59 972 209 64 1124 132 209 1577 116 158 1344 47 Future Volume (veh/h) 59 972 209 64 1124 132 209 1577 116 158 1344 47 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 60 992 213 65 1147 135 213 1609 118 161 1371 48 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 189 1090 462 112 1126 574 237 1604 673 217 1520 53 Arrive On Green 0.05 0.30 0.30 0.06 0.31 0.31 0.07 0.46 0.46 0.07 0.46 0.45 Sat Flow, veh/h 3469 3642 1543 1734 3642 1543 3469 3642 1543 3469 3498 122 Grp Volume(v), veh/h 60 992 213 65 1147 135 213 1609 118 161 713 706 Grp Sat Flow(s),veh/h/ln 1734 1821 1543 1734 1821 1543 1734 1821 1543 1734 1821 1799 Q Serve(g_s), s 2.0 31.5 10.7 4.4 37.1 5.4 7.3 52.8 4.1 5.5 43.4 43.6 Cycle Q Clear(g_c), s 2.0 31.5 10.7 4.4 37.1 5.4 7.3 52.8 4.1 5.5 43.4 43.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.07 Lane Grp Cap(c), veh/h 189 1090 462 112 1126 574 237 1604 673 217 791 782 V/C Ratio(X) 0.32 0.91 0.46 0.58 1.02 0.24 0.90 1.00 0.18 0.74 0.90 0.90 Avail Cap(c_a), veh/h 217 1126 477 112 1126 574 237 1604 673 217 791 782 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.05 1.05 1.05 1.05 1.05 1.05 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.6 40.5 21.6 54.6 41.5 15.0 55.3 32.3 11.4 55.1 30.2 30.3 Incr Delay (d2), s/veh 0.9 10.7 0.7 7.4 31.6 0.2 32.9 23.2 0.6 12.9 15.4 15.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 14.9 3.7 2.1 20.6 2.1 4.2 26.0 1.9 2.7 20.5 20.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.5 51.2 22.3 61.9 73.0 15.2 88.2 55.5 12.0 68.0 45.6 46.1 LnGrp LOS E D C E F B F F B E D D Approach Vol, veh/h 1265 1347 1940 1580 Approach Delay, s/veh 46.6 66.7 56.4 48.1 Approach LOS D E E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.5 56.8 11.7 39.9 12.2 56.1 10.6 41.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.0 51.4 7.0 36.6 7.7 50.7 7.0 36.6 Max Q Clear Time (g_c+I1), s 7.5 54.8 6.4 33.5 9.3 45.6 4.0 39.1 Green Ext Time (p_c), s 0.0 0.0 0.0 1.9 0.0 3.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 54.5 HCM 6th LOS D 7.3-90 Lanes, Volumes, Timings 2040 WP PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)78 634 28 18 830 36 67 1028 32 11 883 90 Future Volume (vph)78 634 28 18 830 36 67 1028 32 11 883 90 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 1850 Storage Length (ft)150 150 150 150 150 150 150 150 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft)90 90 90 90 Right Turn on Red Yes Yes Yes Yes Link Speed (mph)50 50 55 55 Link Distance (ft)4534 1079 1013 510 Travel Time (s) 61.8 14.7 12.6 6.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)11.5 22.5 11.5 22.5 11.5 22.5 11.5 22.5 Total Split (s)15.0 44.4 11.6 41.0 13.0 52.4 11.6 51.0 Total Split (%)12.5% 37.0% 9.7% 34.2% 10.8% 43.7% 9.7% 42.5% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type:Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 17: Jackson St. & 58th Avenue 7.3-91 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 17: Jackson St. & 58th Avenue The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 634 28 18 830 36 67 1028 32 11 883 90 Future Volume (veh/h) 78 634 28 18 830 36 67 1028 32 11 883 90 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 80 647 29 18 847 37 68 1049 33 11 901 92 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 101 1045 47 46 938 41 91 1699 53 31 1463 149 Arrive On Green 0.06 0.31 0.31 0.03 0.28 0.28 0.05 0.50 0.50 0.02 0.46 0.46 Sat Flow, veh/h 1734 3373 151 1734 3377 148 1734 3424 108 1734 3169 324 Grp Volume(v), veh/h 80 332 344 18 434 450 68 530 552 11 492 501 Grp Sat Flow(s),veh/h/ln 1734 1730 1794 1734 1730 1795 1734 1730 1802 1734 1730 1763 Q Serve(g_s), s 5.5 19.6 19.7 1.2 29.0 29.0 4.6 26.7 26.7 0.8 25.7 25.7 Cycle Q Clear(g_c), s 5.5 19.6 19.7 1.2 29.0 29.0 4.6 26.7 26.7 0.8 25.7 25.7 Prop In Lane 1.00 0.08 1.00 0.08 1.00 0.06 1.00 0.18 Lane Grp Cap(c), veh/h 101 536 556 46 481 499 91 858 894 31 799 814 V/C Ratio(X) 0.79 0.62 0.62 0.39 0.90 0.90 0.75 0.62 0.62 0.35 0.62 0.62 Avail Cap(c_a), veh/h 152 575 596 103 526 546 123 858 894 103 799 814 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.8 35.4 35.4 57.5 41.8 41.8 56.1 22.0 22.0 58.2 24.3 24.3 Incr Delay (d2), s/veh 15.2 1.8 1.8 5.4 17.9 17.4 15.7 3.3 3.2 6.7 3.5 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 8.2 8.5 0.6 14.1 14.6 2.3 10.6 11.0 0.4 10.4 10.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.0 37.2 37.1 62.9 59.6 59.1 71.8 25.3 25.2 65.0 27.8 27.8 LnGrp LOS E D D EEEECCECC Approach Vol, veh/h 756 902 1150 1004 Approach Delay, s/veh 40.7 59.4 28.0 28.2 Approach LOS D E C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.6 64.0 7.7 41.7 10.8 59.9 11.5 37.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.1 47.9 7.1 39.9 8.5 46.5 10.5 36.5 Max Q Clear Time (g_c+I1), s 2.8 28.7 3.2 21.7 6.6 27.7 7.5 31.0 Green Ext Time (p_c), s 0.0 5.9 0.0 3.4 0.0 5.3 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 38.0 HCM 6th LOS D 7.3-92 Lanes, Volumes, Timings 2040 WP PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)1 1693 991 76 45 1 Future Volume (vph)1 1693 991 76 45 1 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)40 40 25 Link Distance (ft)207 635 380 Travel Time (s)3.5 10.8 10.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-93 HCM 6th TWSC 2040 WP PM Peak hour 18: Avenue 60 & S. Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 1693 991 76 45 1 Future Vol, veh/h 1 1693 991 76 45 1 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, % - 0 0 - 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 22222 Mvmt Flow 1 1728 1011 78 46 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1089 0 - 0 2780 1050 Stage 1 - - - - 1050 - Stage 2 - - - - 1730 - Critical Hdwy 4.12 - - - 5 5 Critical Hdwy Stg 1 - - - - 4.9 - Critical Hdwy Stg 2 - - - - 4.9 - Follow-up Hdwy 2.218 - - - 2.6 2.6 Pot Cap-1 Maneuver 641 - - - 68 460 Stage 1 - - - - 473 - Stage 2 - - - - 230 - Platoon blocked, % - - - Mov Cap-1 Maneuver 641 - - - 65 460 Mov Cap-2 Maneuver - - - - 165 - Stage 1 - - - - 455 - Stage 2 - - - - 230 - Approach EB WB SB HCM Control Delay, s 0 0 34.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)641 - - - 167 HCM Lane V/C Ratio 0.002 - - - 0.281 HCM Control Delay (s) 10.6 0 - - 34.8 HCM Lane LOS B A - - D HCM 95th %tile Q(veh) 0 - - - 1.1 7.3-94 Lanes, Volumes, Timings 2040 WP PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 150 13 45 1113 978 213 Future Volume (vph) 150 13 45 1113 978 213 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Link Speed (mph)25 50 50 Link Distance (ft)499 880 169 Travel Time (s)13.6 12.0 2.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-95 HCM 6th TWSC 2040 WP PM Peak hour 19: Madison St. & Main Access The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 5.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 150 13 45 1113 978 213 Future Vol, veh/h 150 13 45 1113 978 213 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 100 0 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 2 22222 Mvmt Flow 153 13 46 1136 998 217 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1767 608 1215 0 - 0 Stage 1 1107 ----- Stage 2 660 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver ~ 75 439 570 - - - Stage 1 278 ----- Stage 2 476 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 69 439 570 - - - Mov Cap-2 Maneuver 175 ----- Stage 1 255 ----- Stage 2 476 ----- Approach EB NB SB HCM Control Delay, s 85.5 0.5 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)570 - 175 439 - - HCM Lane V/C Ratio 0.081 - 0.875 0.03 - - HCM Control Delay (s) 11.9 - 91.7 13.5 - - HCM Lane LOS B - F B - - HCM 95th %tile Q(veh) 0.3 - 6.3 0.1 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 7.3-96 Lanes, Volumes, Timings 2040 WP PM Peak hour 19: Madison St. & Main Access With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 150 13 45 1113 978 213 Future Volume (vph) 150 13 45 1113 978 213 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)100 0 150 0 Storage Lanes 1 1 1 0 Taper Length (ft)90 90 Right Turn on Red Yes Yes Link Speed (mph)25 50 50 Link Distance (ft)499 880 169 Travel Time (s)13.6 12.0 2.3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Shared Lane Traffic (%) Turn Type Prot Perm Prot NA NA Protected Phases 4 5 2 6 Permitted Phases 4 Detector Phase 44526 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)22.5 22.5 11.5 22.5 22.5 Total Split (s)22.6 22.6 11.6 37.4 25.8 Total Split (%)37.7% 37.7% 19.3% 62.3% 43.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode None None None C-Max C-Max Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 19: Madison St. & Main Access 7.3-97 HCM 6th Signalized Intersection Summary 2040 WP PM Peak hour 19: Madison St. & Main Access With Additional Improvements The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn Urban Crossroads, Inc. Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 150 13 45 1113 978 213 Future Volume (veh/h) 150 13 45 1113 978 213 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1821 1821 1821 1821 1821 1821 Adj Flow Rate, veh/h 153 13 46 1136 998 217 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222 Cap, veh/h 202 180 108 2538 1686 366 Arrive On Green 0.12 0.12 0.06 0.73 0.60 0.60 Sat Flow, veh/h 1734 1543 1734 3551 2918 613 Grp Volume(v), veh/h 153 13 46 1136 610 605 Grp Sat Flow(s),veh/h/ln 1734 1543 1734 1730 1730 1711 Q Serve(g_s), s 5.1 0.5 1.5 7.8 13.2 13.3 Cycle Q Clear(g_c), s 5.1 0.5 1.5 7.8 13.2 13.3 Prop In Lane 1.00 1.00 1.00 0.36 Lane Grp Cap(c), veh/h 202 180 108 2538 1031 1020 V/C Ratio(X) 0.76 0.07 0.42 0.45 0.59 0.59 Avail Cap(c_a), veh/h 523 466 205 2538 1031 1020 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 23.6 27.1 3.2 7.6 7.6 Incr Delay (d2), s/veh 5.7 0.2 2.6 0.6 2.5 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.4 0.6 0.7 3.5 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.4 23.8 29.7 3.7 10.0 10.1 LnGrp LOS C C C A B B Approach Vol, veh/h 166 1182 1215 Approach Delay, s/veh 30.8 4.8 10.1 Approach LOS C A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 48.5 11.5 8.2 40.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 32.9 18.1 7.1 21.3 Max Q Clear Time (g_c+I1), s 9.8 7.1 3.5 15.3 Green Ext Time (p_c), s 7.8 0.3 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 9.0 HCM 6th LOS A 7.3-98 Lanes, Volumes, Timings 2040 WP PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 552 8 27 672 23 12 Future Volume (vph) 552 8 27 672 23 12 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Storage Length (ft)0 50 0 0 Storage Lanes 0 1 1 0 Taper Length (ft)60 60 Link Speed (mph)50 50 25 Link Distance (ft)403 335 383 Travel Time (s)5.5 4.6 10.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-99 HCM 6th TWSC 2040 WP PM Peak hour 20: Project Access 1 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 552 8 27 672 23 12 Future Vol, veh/h 552 8 27 672 23 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 600 9 29 730 25 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 609 0 1028 305 Stage 1 - - - - 605 - Stage 2 - - - - 423 - Critical Hdwy - - 4.14 - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy - - 2.22 - 3.52 3.32 Pot Cap-1 Maneuver - - 966 - 230 691 Stage 1 - - - - 508 - Stage 2 - - - - 629 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 966 - 223 691 Mov Cap-2 Maneuver - - - - 347 - Stage 1 - - - - 493 - Stage 2 - - - - 629 - Approach EB WB NB HCM Control Delay, s 0 0.3 14.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)418 - - 966 - HCM Lane V/C Ratio 0.091 - - 0.03 - HCM Control Delay (s) 14.5 - - 8.8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.3 - - 0.1 - 7.3-100 Lanes, Volumes, Timings 2040 WP PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 549 15 0 699 0 15 Future Volume (vph) 549 15 0 699 0 15 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)50 50 25 Link Distance (ft)335 276 233 Travel Time (s)4.6 3.8 6.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-101 HCM 6th TWSC 2040 WP PM Peak hour 21: Project Access 2 & Avenue 58 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 549 15 0 699 0 15 Future Vol, veh/h 549 15 0 699 0 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 597 16 0 760 0 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 307 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.94 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver - - 0 - 0 689 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----689 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 10.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)689 - - - HCM Lane V/C Ratio 0.024 - - - HCM Control Delay (s) 10.4 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.1 - - - 7.3-102 Lanes, Volumes, Timings 2040 WP PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 29 0 1263 1162 29 Future Volume (vph)0 29 0 1263 1162 29 Ideal Flow (vphpl)1850 1850 1850 1850 1850 1850 Link Speed (mph)25 50 50 Link Distance (ft)210 224 288 Travel Time (s)5.7 3.1 3.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type:Other Control Type: Unsignalized 7.3-103 HCM 6th TWSC 2040 WP PM Peak hour 22: Madison St. & Project Access 3 The Wave - Coral Mountain Synchro 10 Report R:\UXRjobs\_12600-13000\12615\Synchro\09 - 2040WP PM.syn Urban Crossroads, Inc. Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 29 0 1263 1162 29 Future Vol, veh/h 0 29 0 1263 1162 29 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 32 0 1373 1263 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 648 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.94 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.32 ---- Pot Cap-1 Maneuver 0 413 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 413 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s 14.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 413 - - HCM Lane V/C Ratio - 0.076 - - HCM Control Delay (s) - 14.4 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.2 - - 7.3-104 Queuing and Blocking Report 2040 WP AM Peak hour The Wave - Coral Mountain Urban Crossroads, Inc. R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn SimTraffic Report Intersection: 18: Avenue 60 & S. Access Movement EB SB Directions Served LT LR Maximum Queue (ft)17 103 Average Queue (ft)2 51 95th Queue (ft)28 97 Link Distance (ft)184 334 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 19: Madison St. & Main Access Movement EB EB NB NB NB SB SB B51 B51 Directions Served L R L T T T TR T T Maximum Queue (ft) 136 90 38 82 62 157 160 17 12 Average Queue (ft) 86 20 17 39 27 97 94 3 2 95th Queue (ft)141 93 43 83 69 174 165 21 15 Link Distance (ft)452 848 848 105 105 173 173 Upstream Blk Time (%)3 3 Queuing Penalty (veh)21 21 Storage Bay Dist (ft) 100 150 Storage Blk Time (%)4 0 Queuing Penalty (veh) 1 0 Intersection: 20: Project Access 1 & Avenue 58 Movement WB NB Directions Served L LR Maximum Queue (ft)25 25 Average Queue (ft)5 4 95th Queue (ft)23 22 Link Distance (ft)336 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%) Queuing Penalty (veh) 7.3-105 Queuing and Blocking Report 2040 WP AM Peak hour The Wave - Coral Mountain Urban Crossroads, Inc. R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP AM Imps.syn SimTraffic Report Intersection: 21: Project Access 2 & Avenue 58 Movement EB NB Directions Served T R Maximum Queue (ft)36 14 Average Queue (ft)8 3 95th Queue (ft)35 18 Link Distance (ft)286 173 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 22: Madison St. & Project Access 3 Movement EB NB NB Directions Served R T T Maximum Queue (ft)33 96 79 Average Queue (ft)9 31 20 95th Queue (ft)32 100 83 Link Distance (ft)164 173 173 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 42 7.3-106 Queuing and Blocking Report 2040 WP PM Peak hour The Wave - Coral Mountain Urban Crossroads, Inc. R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn SimTraffic Report Intersection: 18: Avenue 60 & S. Access Movement EB EB SB Directions Served LT T LR Maximum Queue (ft)75 68 195 Average Queue (ft)16 19 136 95th Queue (ft)99 116 232 Link Distance (ft)184 184 334 Upstream Blk Time (%) 2 1 0 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 19: Madison St. & Main Access Movement EB EB NB NB NB SB SB B51 B51 Directions Served L R L T T T TR T T Maximum Queue (ft) 126 38 76 158 142 176 183 73 98 Average Queue (ft) 77 9 38 95 71 106 127 14 24 95th Queue (ft)130 41 76 175 148 189 212 64 87 Link Distance (ft)452 848 848 105 105 173 173 Upstream Blk Time (%)6 12 0 Queuing Penalty (veh)38 77 0 Storage Bay Dist (ft) 100 150 Storage Blk Time (%)3 0 2 Queuing Penalty (veh) 0 0 1 Intersection: 20: Project Access 1 & Avenue 58 Movement WB NB Directions Served L LR Maximum Queue (ft)35 48 Average Queue (ft)11 23 95th Queue (ft)38 52 Link Distance (ft)336 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%)0 Queuing Penalty (veh) 1 7.3-107 Queuing and Blocking Report 2040 WP PM Peak hour The Wave - Coral Mountain Urban Crossroads, Inc. R:\UXRjobs\_12600-13000\12615\Synchro\109 - 2040WP PM Imps.syn SimTraffic Report Intersection: 21: Project Access 2 & Avenue 58 Movement EB EB NB Directions Served T TR R Maximum Queue (ft)86 146 41 Average Queue (ft)24 63 16 95th Queue (ft)88 172 52 Link Distance (ft)286 286 187 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 22: Madison St. & Project Access 3 Movement EB NB NB B51 B51 Directions Served R TTTT Maximum Queue (ft)54 253 240 139 129 Average Queue (ft)26 209 192 57 51 95th Queue (ft)57 308 300 174 159 Link Distance (ft)164 173 173 105 105 Upstream Blk Time (%)28 23 9 5 Queuing Penalty (veh)182 148 57 34 Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Zone Summary Zone wide Queuing Penalty: 537 7.3-108 The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    APPENDIX 7.4:    GENERAL PLAN BUILDOUT (YEAR 2040) WITH PROJECT CONDITIONS  TRAFFIC SIGNAL WARRANTS ANALYSIS WORKSHEETS         The Wave – Coral Mountain Traffic Impact Analysis  12615‐03 TIA Report.docx    This Page Intentionally Left Blank     California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Avenue 60 Critical Approach Speed (Major) 50 mph Minor Street:S. Access Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =17,238 vpd Minor Street Future ADT =606 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +17,238 1 606 9,600 6,720 *2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +17,238 1 606 14,400 10,080 *1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 36% 71% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT 2040WP JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\2040WP_18 7.4-1 California MUTCD (FHWA's MUTCD 2012, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form) ___ ___ ___ ___TRAFFIC CONDITIONS DIST CO RTE PM CALC DATE Jurisdiction:City of La Quinta CHK DATE Major Street:Avenue 58 Critical Approach Speed (Major) 50 mph Minor Street:Project Access 1 Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane Major Street Future ADT =12,476 vpd Minor Street Future ADT =458 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√ or In built up area of isolated community of < 10,000 population …………….….…. Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 18,000 5,600 2,400 1,680 2 +12,476 1 458 9,600 6,720 *2,400 1,680 2 + 2 +9,600 6,720 3,200 2,240 1 2 +8,000 5,600 3,200 2,240 Satisfied Not Satisfied XX Number of lanes for moving traffic on each approach Urban Rural Urban Rural 1 112,000 8,400 1,200 850 2 +12,476 1 458 14,400 10,080 *1,200 850 2 + 2 +14,400 10,080 1,600 1,120 1 2 +12,000 8,400 1,600 1,120 No one condition satisfied, but following conditions fulfilled 80% of more ….. A B 27% 54% Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. Combination of CONDITIONS A + B 2 CONDITIONS 80% 2 CONDITIONS 80% Satisfied Not Satisfied XX on Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) Major Street Minor Street Major Street Minor Street CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume XX Major Street Minor Street Approach (Total of Both Approaches) (One Direction Only) CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT 2040WP JC 10/08/19 RURAL (R) (Based on Estimated Average Daily Traffic - See Note) URBAN RURAL Minimum Requirements R:\UXRjobs\_12600-13000\12615\Signal Warrants\Daily.xlsx\2040WP_20 7.4-2