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EA 2014-1002 La Quinta Square - Traffic StudyLa Quints Square TRAFFIC IMPACT ANALYSIS OCTOBER 2014 Prepared For: Magellan Group Prepared By: Kimley)))Horn 401 B Street, Suite 600 RECEIVED San Diego, California 92101 OCT 2 3 2014 CITY of LA gUINTA COMMUNITY DEVELOPMENT r r r r La Quinta Square Traffic Impact Analysis EXECUTIVE SUMMARY La Quinta, California Introduction This report documents the results of a traffic impact analysis completed for a proposed mixed -use development at 78611 Highway 111 in La Quinta, CA. The purpose of this impact analysis is to identify potential impacts to transportation facilities as a result of the proposed development. This study was performed in accordance with the scope of work approved by the City of La Quinta. r Project Description I The project site, which is currently composed of a vacant building and parking area, is proposed to be developed with a 17,020 square -foot market, an 8,500 square -foot retail building, and a 3,750 square -foot fast-food restaurant with drive through. It is assumed that the fast-food restaurant is an In-N-Out, which has different traffic patterns than a typical fast-food restaurant. The existing vacant building and parking area would be removed to provide space for the new development. Primary access to the site will be provided r directly from Highway 111 by a right -in, right -out drive, and from Simon Drive via two full access driveways. It II is anticipated that the site will be fully built out by the year 2015. Study Area Intersections and Analysis Scenarios The following intersections are included in this evaluation: 1. Highway 111 @ Washington Street 2. Highway 111 @ Simon Drive 3. Highway 111 @ La Quinta Center Drive 4. Highway 111 @ Adams Street 5. Highway 111 @ La Quinta Drive 6. Highway 111 @ Dune Palms Road 7. Highway 111 @ Depot Drive 8. Highway 111 @ Jefferson Street 9. Washington Street @ Fred Waring Drive 10. Washington Street @ Miles Avenue 11. Washington Street @ Simon Drive 12. Highway 111 @ Project Driveway 13. Simon Drive @ Project Driveway (South) 14. Simon Drive @ Project Driveway (East) The following roadway segments are included in the existing evaluation: ■ Highway 111 o Mountain Cove Drive to Washington Street o Washington Street to Simon Drive o Simon Drive to La Quinta Center Drive o La Quinta Center Drive to Adams Street o Adams Street to La Quinta Drive o La Quinta Drive to Dune Palms Road o Dune Palms Road to Depot Drive o Depot Drive to Jefferson Street ■ Washington Street o Fred Waring Drive to Miles Avenue o Miles Avenue to Highway 111 o Highway 111 to Simon Drive o Simon Drive to Avenue 48 ))) Horn ii October 2014 La Quinta Square La Quinta, Traffic Impact Analysis California Consistent with the City of La Quinta guidelines and requirements, this analysis was conducted forthe study facilities for the following scenarios: A. Existing (2013) Conditions B. Background (2015) Conditions C. Background (2015) plus Proposed Project Conditions D. Cumulative (2035) Conditions E. Cumulative (2035) plus Proposed Project Conditions Significant Impact Criteria Change in traffic is considered to be a significant traffic impact when one of the following conditions occurs: Intersections ■ For all analysis scenarios, a potentially significant project specific traffic impact is defined to occur at any signalized intersection if the project trips will result in the LOS for that intersection exceedingthe following established criteria: o existing intersections already operating at LOS E have a significant impact if there is an increase in delay of 2 seconds or more o existing intersections already operating at LOS F have a significant impact if there is an increase in delay of 1 second or more For all analysis scenarios, a potentially significant project specific traffic impact is defined to occur at an unsignalized study intersection when, with project traffic included, an intersection has a projected LOST' on a side street for two-way stop control or LOSE' or worse for the intersection at an all -way stop controlled intersection and the addition of project traffic results in an addition of 3 seconds or more of delay for any movement. Delay shall be calculated for all unsignalized intersections to demonstrate this condition. Roadway Segments ■ For existing plus project and project opening year analysis scenarios, a potentially significant project traffic impact is defined to occur on any road segment if the segment is projected to be operating at LOS E of LOS F with project traffic included and the peak hour volume -to -capacity ratio (v/c) in the peak direction is increased by 0.02 or more by addition of project traffic at existing plus project or at project opening year(s). • For cumulative condition analysis scenarios, a potentially significant project specifictraffic impact is defined to occur on any studied road segment if the project would cause the existing LOS to fall to worse than LOS D for cumulative growth volumes. A potentially significant project is also defined to occur on any studied road segment that is already operating at LOS E or LOS F, if the project traffic will increase the peak hour v/c in the peak direction by more than 0.02 with cumulative traffic volumes. Kim ep Horn iii October 2014 I� La Quinta Square La Quinta, Traffic Impact Analysis California Summary of Findings r Significant findings of this study include: I The proposed project is estimated to generate 4,832 total new daily trips, with 93 trips occurring rduring the AM peak -hour, and 414 new trips occurring during the PM peak -hour. 1 Existing Conditions ■ All study area intersections and roadway segments operate at acceptable levels of service under r existing conditions. f Background (2015) Conditions r ■ All study area intersections and roadway segments operate at acceptable levels of service for the Background (2015) conditions. ■ No significant impacts were found for Background (2015) Plus Project conditions. Cumulative (2035) Conditions ■ Four study area intersections and one study area roadway segment fall below acceptable LOS in the Cumulative (2035) scenario. ■ One additional roadway segment falls below acceptable LOS in the Cumulative (2035) Plus Project scenario. The project was found to have five locations with significant impacts under Cumulative (2035) conditions: o Highway 111 @ Depot Drive (pm peak) o Highway 111 @ Jefferson Street (pm peak) o Fred Waring Rd @ Washington Street (am & pm peak) o Miles Avenue @ Washington Street (pm peak) o Washington Street from Miles Avenue to Highway 111 (daily) In addition, the intersection of Highway 111 and Simon Drive was determined to need improvements based on needs identified by the City regarding operations and safety associated with the current configuration of the northbound and southbound approaches. Mitigations L ■ The project would contribute its fair share (5.07%) towards restriping the northbound and southbound approaches and completing a traffic signal modification to provide exclusive left -turn lanes in both directions at the intersection of Highway 111 and Simon Drive. ■ The project would contribute its fair share (1.88%) towards adding an exclusive westbound right -turn lane and associated right -turn overlap phase at the intersection of Washington Street and Miles Avenue. L■ At the other locations where impacts were determined, physical improvements are considered infeasible and the City's implementation of Transportation System Management, Transportation Demand Management, and Intelligent Transportation System programs, as defined in the GPEIR, would be considered mitigation for the project impacts. Site Access, On -Site Circulation, and Parking ■ Three driveways provide access to the proposed site; one right -in, right -out only at Highway 111 and two full access driveways along Simon Drive, one east of the site and one south of the site. ■ All of these access points were found to operate at acceptable conditions during all scenarios. ■ An eastbound right -turn auxiliary deceleration lane is warranted at the Highway 111 access drive, requiring a deceleration length of 248 feet with a 150 foot taper. A deceleration lane has been incorporated as part of the site plan; however, the length of the pocket is slightly shorter than the required distance identified due to adjacent physical constraints. Kim epMorn iv October 2014 La Quinta Square La Quinta, Traffic Impact Analysis California Internal to the site there is a main drive aisle that connects the three access driveways and ' Y Provides stacking distance for vehicles exiting the site. r� ■ The parking layouts and drive aisles are aligned to provide circulation through the site and minimize Il conflicts. ■ The location of the In-N-Out drive through entrance and exit are placed in locations that minimize conflicts with vehicles parking or using other buildings on site. n ■ The drive through layout for the In-N-Out building provides distance for stacking approximately 20 vehicles which would accommodate the expected demand the majority of thetime based on stacking information obtained from other studies. ■ Truck turning movements on -site would need to be verified but it seems that aisle widths and curb layouts would allow truck access. ■ The site plan provides the required number of parking stalls based on the proposed land uses. ■ Overall, the proposed site plan provides good access and circulation that would accommodate the proposed uses. Kim ey>>> Horn v October 2014 u r L L La Quinta Square Traffic Impact Analysis TABLE OF CONTENTS La Quinta, California INTRODUCTION............................................................................................................................................................1 PROPOSEDDEVELOPMENT..................................................................................................................................... I EXISTING(2013) CONDITIONS................................................................................................................................1 ProjectArea Roadways.................................................................................................................................4 Existing Traffic Volume Counts.................................................................................................................. 6 Traffic Impact Analysis Methodology..........................................................................................................6 Roadway Segment Level of Service..............................................................................................................8 TransitServices............................................................................................................................................9 Proposed Project Trip Generation.............................................................................................................10 Proposed Project Trip Distribution and Assignment.................................................................................11 BACKGROUND GROWTH METHODOLOGY...................................................................................................11 BACKGROUND(2015) CONDITIONS....................................................................................................................11 BACKGROUND (2015) PLUS PROPOSED PROJECT CONDITIONS...........................................................16 CUMULATIVE (2035) CONDITIONS.......................................................................................................................20 CUMULATIVE (2035) PLUS PROPOSED PROJECT CONDITIONS.............................................................. 22 TRAFFIC IMPACTS AND MITIGATION................................................................................................................26 Potentially Significant Impact Criteria........................................................................................................ 26 Potentially Significant Impact to Intersections...........................................................................................27 Impactsand Mitigations.............................................................................................................................28 OTHERCONSIDERATIONS..................................................................................................................................... 31 Midday Volume Analysis............................................................................................................................ 31 Standard Deviation Trip Generation Analysis............................................................................................37 SUMMARY AND RECOMMANDATIONS............................................................................................................. 38 APPENDICES Traffic Count Data Sheets...........................................................................................................Appendix A Analysis Worksheets for Existing (2013) Conditions..................................................................Appendix B Other In-N-Out Trip Generation Studies......................................................................................Appendix C Pass -By Trip Assignment Figure................................................................................................. Appendix D Intersection and Roadway Segment Growth Rates....................................................................Appendix E Analysis Worksheets for Background (2015) Conditions............................................................Appendix F Analysis Worksheets for Background (2015) Plus Project Conditions ...................................... Appendix G Analysis Worksheets for Cumulative (2035) Conditions............................................................ Appendix H Analysis Worksheets for Cumulative (2035) Plus Project Conditions .........................................Appendix I Analysis Worksheet for Mitigated Conditions.............................................................................Appendixl Intersection Queuing Worksheets..............................................................................................Appendix K .W . Kim ey>»Horn Vi October2014 La Quinta, California La Quinta Square Traffic Impact Analysis LIST OF TABLES Table 1— Signalized Intersection Level of Service Criteria.................................................................................6 Table 2 — Roadway Segment Level of Service Criteria........................................................................................6 Table 3 — Existing (2013) Intersection Levels of Service.....................................................................................8 Table 4 — Existing (2013) Roadway Segment Levels of Service..........................................................................9 Table 5 — Proposed Project Trip Generation....................................................................................................10 Table 6 — Background (2015) Intersection Levels of Service............................................................................15 Table 7 — Background (2015) Roadway Segment Levels of Service.................................................................16 Table 8 — Background (2015) and Background (2015) Plus Proposed Project Intersection Levels of Service ..................................................................................17 Table 9 — Background (2015) and Background (2015) Plus Proposed Project Roadway Segment Levels of Service.......................................................................................................................................................19 Table 10—Cumulative (2035) Intersection Levels of Service..........................................................................20 Table 11—Cumulative (2035) Roadway Segment Levels of Service................................................................22 Table 12 — Cumulative (2035) and Cumulative (2035) Plus Proposed Project Intersection Levels of Service 24 Table 13 — Cumulative (2035) and Cumulative (2035) Plus Proposed Project Roadway Segment Levels of Service............................................................................:..........................................................................25 Table 14 — Cumulative (2035) Plus Project Level of Service with and without Mitigation .............................30 Table 15 — Intersection Fare Share Percentages..............................................................................................30 Table 16 — Midday Intersection Levels of Service.............................................................................................31 Table 17 — Intersection Queuing Evaluation Results for Select Locations......................................................35 Table 18 — Deceleration Lane Recommendations............................................................................................36 Table 19 —Trip generation standard deviation values.....................................................................................37 Table 20 — Plus one standard deviation proposed project trip generation....................................................37 LIST OF FIGURES Figure1— Project Location..................................................................................................................................2 Figure 2 — Proposed Project Site Plan.................................................................................................................3 Figure 3 — Existing Conditions — Lane Geometry and Traffic Control................................................................5 Figure 4 — Existing Conditions — Peak Hour Traffic Volumes.............................................................................7 Figure 5 — Project Trip Distribution...................................................................................................................12 Figure6 — Project Trip Assignment...................................................................................................................13 Figure 7 — Background (2015) Conditions — Peak Hour Traffic Volumes........................................................14 Figure 8 — Background (2015) with Project Conditions — Peak Hour Traffic Volumes...................................18 Figure 9 — Cumulative (2035) Conditions — Peak -Hour Traffic Volumes.........................................................21 Figure 10 — Cumulative (2035) with Project Conditions — Peak -Hour Traffic Volumes..................................23 Figure 11— Background (2015) with and without Project — Midday Peak -Hour Volumes .............................32 Figure 12 — Cumulative (2035) with and without Project — Midday Peak -Hour Volumes..............................33 Kim epMorn vii October 2014 J r La Quinta Square La Quinta, Traffic Impact Analysis California I INTRODUCTION r This report documents the results of a traffic impact analysis completed for a proposed mixed -use I development (the "proposed project" or "project") at the corner of Simon Drive and Highway 111 in La Quinta, California. The purpose of this impact analysis is to identify potential impacts to transportation facilities as a result of the proposed project. This study was performed in accordance with the scope of work approved by the City of La Quinta. Consistent with the City of La Quinta requirements', this LOS analysis was conducted for the study facilities for the following scenarios: A. Existing (2013) Conditions B. Background (2015) Conditions C. Background (2015) plus Proposed Project Conditions D. Cumulative (2035) Conditions E. Cumulative (2035) plus Proposed Project Conditions The remaining sections of this report document the proposed project, analysis methodologies, impacts and mitigation, and general study conclusions. PROPOSED DEVELOPMENT The site is proposed to be developed with a 17,020 square -foot market, an 8,500 square -foot retail building, and a 3,750 square -foot fast-food restaurant with drive through. It is assumed thatthe fast-food restaurant is an I n-N-Out, which has different traffic patterns than a typical fast-food restaurant. Primary access to the site will be provided directly from Highway 111 by a right -in, right -out drive and via two full access driveways along Simon Drive, one on the east side of the site and one on the south side of the site. It is anticipated that the site will be fully built out by the year 2015. The project location is shown in Figure 1, and the proposed project site plan with project access locations is shown in Figure 2. EXISTING (2013) CONDITIONS The project site is located on the corner of Highway 111 and Simon Drive in La Quinta, CA and is approximately 3.9 acres in size. The site is currently composed of a vacant building and parking area, and is therefore not currently generating any traffic. The existing vacant building and parking area would be removed to provide room for the new development. The following intersections are included in the existing evaluation: L 1. Highway 111 @ Washington Street 2. Highway 111 @ Simon Drive 3. Highway 111 @ La Quinta Center Drive 4. Highway 111 @ Adams Street l 5. Highway 111 @ La Quinta Drive 6. Highway 111 @ Dune Palms Road 7. Highway 111 @ Depot Drive 8. Highway 111 @ Jefferson Street 9. Washington Street @ Fred Waring Drive 10. Washington Street @ Miles Avenue 11. Washington Street @ Simon Drive 1 City of La Quinta Engineering Bulletin #06-13, Traffic Impact Study Guidelines, December 19, 2012. Kim ey»)Horn 1 October2014 L. �i --7 �1 �� — Fred Wanng Dr S� Miles Ave i 111 o NOT TO SCALE c`a � Oe Avenue 48 n •, �. PROJECTSrM I Kimketyl* Horn FIGURE 1 PROJECT LOCATION 095943001 OCTOBER2014 2 LA QUINTA SQUARE, LA QUINTA, CA N SOURCE: PREST-VUKSIC ARCHITECTS, AUGUST 15, 2014 NOT TO SCALE Kimle.1, >>> Horn FIGURE 2 PROJECT SITE PLAN 095943001 OCTOBER2014 3 LA QUINTA SQUARE, LA QUINTA, CA F La Quinta Square La Quinta, F Traffic Impact Analysis California The following roadway segments are included in the existing evaluation I Highway 111 o Mountain Cove Drive to Washington Street o Washington Street to Simon Drive o Simon Drive to La Quinta Center Drive o La Quinta Center Drive to Adams Street o o Adams Street to La Quinta Drive La Quinta Drive to Dune Palms Road o Dune Palms Road to Depot Drive o Depot Drive to Jefferson Street ■ Washington Street o Fred Waring Drive to Miles Avenue o Miles Avenue to Highway 111 j o Highway 111 to Simon Drive o Simon Drive to Avenue 48 Figure 3 illustrates the study facilities, existing traffic control, and existing lane configurations. Project Area Roadways The following are descriptions of the primary roadways in the vicinity of the project. Highway 111 is classified as a major arterial that provides east -west connectivity between La Quinta and surrounding communities. Highway 111 is the primary route for traveling between the multiple cities in the vicinity and also provides access to major retail destinations. Highway 111 currently serves approximately 29,000 vehicles per day? (vpd), with three travel lanes in each direction in the vicinity of the project site. Washington Street is currently classified as an augmented major arterial roadway in thevicinityof the project site located west of the project site and providing north -south connections. This facility currently accommodates approximately 35,000 vpd2 with three travel lanes in each direction. There is no direct access to the project site from Washington Street, but it is an important roadway for access to the site via Simon Drive. The proposed project is bound by Simon Drive to the east and south. Simon Drive is a minor facility whose primary function is to provide access to commercial uses located to the south of Highway 111, including the project site. It has one travel lane in each direction and an existing full access driveway at the project site. z Based on 24-hour volume counts collected Thursday December 5, 2013. Kim ey>» Horn 4 October 2014 s �NN 560� 375 � 525' Hwy 111 F'NCry� 111�i' Hwy 111 355' T � � � I 415 � I I 320 � —> 225' vvv N 150 3C0' .l.Y 395 395 390' •l• 111 Hwy 111 111 360' � � /' � � /' I 380' -� 215'� 270'� 115'� NN � 215 280' • � 2, 5' �350 350' � s 210' 210' 370' � 370' 111 Hwy 111 Fred Waring Dr 355' � 355' 385' � 385 435' � 435' � 90 --� � 245' � mT N � �m ll 220' � Tn in � N �-175' N N I I I � 90' y y y 3 � 175' � J� J� J� � 3 � 90 Inlersecfim does Miles Are � not east under this scenario 235� T � �� J� �� I STUDY AREA INTERSECTION 71ntemw6ondoesXXSTORAGELENGTH PROJECTSfTE Intersection does not mist under this scenario under this scenario ® UN -SIGNALIZED STUDY INTERSECTION SIGNALIZED STUDY INTERSECTION a« RIGHT TURN OVERLAP PHASE 6-M 6-LANE MAJOR _ STUDY AREA ROADWAY SEGMENT Fred Waring Dr �1 I r395 395 390' dp� ''9fo 'sf Miles Ave M •• E v m tY c \ i y y m Sinwin E E m m v m �% tl � m c 0 e 01 6-M i CCCC ---- f-M --�M M Avenue 48 - N o ro .c (3 i I NOT TO SCALE j! ! J Kimley)))Horn 095943001 OCTOBER 2014 FIGURE 3 EXISTING CONDITIONS LANE GEOMETRY AND TRAFFIC CONTROL LA QUINTA SQUARE, LA QUINTA, CA F r I I I I [1 La Quinta Square La Quinta, Traffic Impact Analysis California Existing Traffic Volume Counts Weekday AM, mid -day and PM peak -period intersection turning movement trafficcounts were conducted for each of the study intersections on Thursday, December 5, 2013. These counts were conducted between the hours of 7:00 a.m, and 9:00 a.m., 11:00 a.m. and 1:00 p.m. and 4:00 p.m. and 6:00 p.m. Since counts were performed in December, which is the peak season for traffic volumes in La Quinta, no seasonal adjustments were required. Existing (2013) peak -hour turn movement volumes are presented in Figure 4. Twenty-four hour two-way traffic volume counts were also taken along segments of Highway 111 and Washington Street on Thursday, December 5, 2013. The traffic count data sheets are provided in Appendix A. Traffic Impact Analysis Methodology Analysis of transportation facility significant environmental impacts is based on the concept of Level of Service (LOS). The LOS of a facility is a qualitative measure used to describe operational conditions. LOS ranges from A (best), which represents minimal delay, to F (worst), which represents heavy delay and a facility that is operating at or near its functional capacity. Levels of Service for this study were determined using methods defined in the Highway Capacity Manual, 2010 (HCM) and by using the Highway Capacity Software (HCS) analysis software. The City of La Quinta Traffic Impact Study Guidelines requirements include average stopped delaythresholds associated with each level of service interval for signalized intersections provided by the HCM. Table 1 presents signalized intersection LOS definitions as defined by the HCM. Similarly, v/c ratio thresholds associated with each level of service interval for roadway segments are included in Table 2. Table 1— Signalized Intersection Level of Service Criteria Level of Service (LOS) Average Control Delay per Vehicle (sec / veh) A <_ 10.0 B 10-20 20 - 35 C D 35 - 55.0 E 55-80 F >80 Source: Highway Capacity Manual2010, December 2010. Table 2 — Roadway Segment Level of Service Criteria Level of Service (LOS) v/c Ratio A <_ 0.600 B 0.601- 0.700 C 0.701- 0.800 D 0.801- 0.900 E 0.901-1.000 F >1.000 Source: Highway Capacity Manual, Transportation Research Board —Special Report209, 1997. Kim ey>))Horn 6 October2014 Fred Waring Dr i GGdsh�4 9fo iZ 7� f Miles Ave 11165 Inkrrsection d088 not Wet wxW E m N y y �. a 0- e) C 7 STUDY AREA INTERSECTION PROJECT SITE Avenue 48 Intersection does roI exist under IMersectlondoes not exist under C..i XX STORAGE LENGTH N - _ this ��e this scenario O UN -SIGNALIZED STUDY INTERSECTION 1 SIGNALIZED STUDY / m xx INTERSECTION AM VOLUME NOT TO SCALE I I (XA PM VOLUME ^ O 223(314) E— 676(555) � 38(137) 111 46(111) � 353(772) � zo9(ss1) �mV m 91(135) 11 E— 771(957) y � 60(119) F{hy111 86(203) � 435(1154) � 36(156) m N m o` S 34p3) l � 984(998) 149(388) f{yyy 111 77(197) � 566(1213) � 113(338) m 25. m 216(85) E— 263(93) �9zp1> Miles Ave 1s(as) 67(173) � ?� T 1 I I 25(44) � iv � � m a fN II II E— 785(982) y 1 � zap9) ){Ny 111 27(63) -� 666(1194) T 1 33(38) 9 O M i3 / I I F 757(912) )L .j- j� � 11s(202) (�(� 111 25(85) � 558(1187) 92(169) �a � � N � 262(173) I1 E— a56(833) 1 � 90(91) Hyry 111 156(332) �r 402(810) � 146(424) n N � E-0(1) W � 16(105) SIRIOn � zo(1o) % 4(0) �j J v�! m h N � 50(78) F— 755(960) r- 86(137) � 111 37(53) � 586(1245) � 39(80) � m co `X Ti m � 178(113) l� � 753(1109) �I � 131(155) � 111 61(123) � 419(1441) 82(114) m e � 370(174) � 1030(521) � 101(46) Fred 345(844) � � 7� Ong r 196(376) $ m a m Ki Ie,y*Horn FIGURE 4 EXISTING CONDITIONS - PEAK HOUR TRAFFIC VOLUMES 095943001 OCTOBER2014 7 LA QUINTA SQUARE, LA QUINTA, CA r La Quinta Square Traffic Impact Analysis Intersection Level of Service La Quinta, California r The City of La Quinta requires that signalized intersections shall have an overall intersection delay equivalent I to a LOS D or better. However, at intersections along roadways contained in the Riverside County Congestion Management Program (CMP) System of Highways and Roadways, the minimum level of service required is LOS I E. Within the City of La Quinta, Highway 111 is designated as a CMP facility'. Therefore, intersections in the study area along Highway 111 shall have an overall intersection delay equivalent to LOS E or better. Table 3 presents the peak -hour intersection operating conditions for this analysis scenario. Table 3 Existing (2013) Intersection Levels of Service # Intersection Traffic Control AM Peak -Hour PM Peak -Hour Delay (seconds) LOS Delay (seconds) LOS 1 Highway 111 @ Washington Street Signal 36.1 D 34.3 C 2 Highway 111 @ Simon Drive Signal 12.1 B 17.6 B 3 Highway 111 @ La Quinta Center Drive Signal 16.8 B 19.8 B 4 Highway 111 @ Adams Street Signal 22.7 C 23.2 C S Highway 111 @ La Quinta Drive Signal 19.2 B 23.6 C 6 Highway 111 @ Dune Palms Road Signal 25.2 C 22.9 C 7 Highway 111 @ Depot Drive Signal 18.2 B 24.1 C 8 Highway 111 @ Jefferson Street Signal 27.2 C 31.1 C 9 Washington Street @ Fred Waring Drive Signal 37.2 D 36.1 D 10 Washington Street @ Miles Avenue Signal 31.1 C 27.7 C 11 Washington Street @ Simon Drive Signal 17.0 B 18.5 B Bold = Substandard As indicated in Table 3, the study intersections operate from LOS B to LOS D during the AM and PM peak - hours. Analysis worksheets for this scenario are provided in Appendix B. Roadway Segment Level of Service The City of La Quinta also requires that the volume to capacity (v/c) ratio shall not exceed 0.90 for all roadway segments being analyzed. Table 4 presents the roadway segment operating conditions forthis analysis scenario. The volume shown in the ADT column of this table is based on the existing 24-hour traffic volume counts. 3 La Quinta 2035 General Plan, Page II-42. Kim ey>Morn 8 October 2014 F La Quinta Square La Quinta, r Traffic Impact Analysis California Table 4 — Existing (2013) Roadway Segment Levels of Service F Roadway Number VAC Roadway Segment Designation of Capacity ADT Ratio LOS Lanes Highway 311 Mountain Cove Drive to Major 6 61,100 30,869 0.505 A Washington Street Washington Street to Major 6 61,100 29,162 0.477 A Simon Drive Simon Drive to Major 6 61,100 30,919 0.506 A La Quinta Center Drive La Quinta Center Drive to Major 6 61,100 33,256 0.544 A Adams Street Adams Street to Major 6 61,100 25,781 0.422 A La Quinta Drive La Quinta Drive to Major 6 61,100 34,991 0.573 A Dune Palms Road Dune Palms Road to Major 6 61,100 35,844 0.587 A Depot Drive Depot Drive to Major 6 61,100 36,980 0.605 B Jefferson Street Washington Street Fred Waring Drive to Major 6 61,100 27,182 0.445 A Miles Avenue Miles Avenue to Major 6 61,100 32,480 0.532 A Highway 111 Highway 111 to Major 6 61,100 34,873 0.571 A Simon Drive Simon Drive to Major 6 61,100 34,366 0.562 A Avenue 48 As indicated in Table 4, all study roadway segments operate at LOS A or B. Transit Services SunLine Transit Agency operates two bus transit routes in the vicinity of the proposed development site. These routes are Line 70 and Line 111. Line 70 runs primarily north and south with the majority of the route on Washington Street and Adams Street. This bus route does not pass directly in front of the project site, but has bus stops at the intersection of Highway 111 and Adams Street, less than a half -mile from the project site, and currently offers 45 minute service in each direction (i.e. headways) during typical weekdays. Line 111 runs primarily east and west with a majority of the route on Highway 111. This route does pass directly in front of the project site fronting on Highway 111, and offers 20 minute service headways in each direction during typical weekdays. The closest bus stops to the project site are located just west of the Inorthwest corner of Highway 111 and Simon Drive and just east of the southeast corner of Highway 111 and l Washington Street. I Kim ep Horn 9 October 2014 l r La Quinta Square La Quinta, Traffic Impact Analysis California ASSESSMENT OF PROPOSED PROJECT Proposed Project Trip Generation The number of trips anticipated to be generated by the proposed project were derived using data included in P the Trip Generation Manual, 91h Edition, published by the Institute of Transportation Engineers (ITE), and other Iempirical trip generation data (for In-N-Out trip generation only). As previously described, the project site, which is currently composed of a vacant building and parking area, is proposed to be developed with a 17,020 square -foot market, an 8,500 square -foot retail building, and a 1,750 square -foot fast-food restaurant with drive through. The existing vacant building and parking area are not currently generating trips so no credits are applicable for existing use. It is assumed that the fast-food restaurant is an In-N-Out, which has different traffic patterns than a typical fast-food restaurant. Special trip rates were established for the In-N-Out building based on other studies done for In-N-Out establishments. Data from ten sites across California was obtained from previous traffic studies and trip rates were calculated based on data provided in these studies. Trip generation information from these studies is provided in Appendix C. In-N-Out restaurants are not open during the AM peak -hour and no trips were assumed. The PM peak -hour rate was determined to be 1.5-times the ITE rate for a fast-food restaurant with drive -through. The daily rate was calculated assuming that 8% of daily traffic would be generated during_the PM peak -hour. Mid -day rates were determined using the average trip rates of data provided in the studies. Table 5 presents the trip generation data for the proposed project. Appropriate trip reductions have been incorporated for the fast-food restaurant with drive -through land use only. This reduction accounts fortrips already assumed to have been on the adjacent roadway network (pass -by). These pass -by trips are not included as new trips on the roadway, only as new trips at the site driveway. A pass -by trip reduction of 25% was assumed in the study, which is lower than the pass -by reductions for a fast-food restaurant with drive - through window suggested by ITE in the Trip Generation Handbook, 2nd Edition. This value was estimated based on the data collected from other In-N-Out restaurant studies and recognizes that In-N-Out restaurants are viewed more as a destination then typical fast-food restaurants. To remain conservative with the analysis all trips generated by the proposed development were assumed to enter and exit via automobile. Table 5 — Proposed Project Trip Generation Land Use (ITE Code) Size (Units/ksf) Total Daily Trips AM Peak -Hour MD Peak -Hour PM Peak -Hour Total Trips IN OUT Total Trips IN OUT Total Trips IN OUT % Trips % Trips y, Trips % Trips % Trips % Trips Shopping Center (820) 8.50 1,368 35 62 22 38 13 35 62 22 38 13 115 48 55 52 60 Supermarket (850 17.02 1,742 58 62 36 38 22 58 62 36 38 22 161 51 82 49 79 In-N-Out (Fast Food Restaurant w/d.t.) 1 3.75 2,296 0 0 0 333 51 170 49 163 184 52 96 48 88 Subtotal Raw Trips: 5,406 93 58 35 426 228 198 460 233 227 Pass -By Reductions Percentage) (Daily, MD and PM) 1 25% -574 0 0 0 -83 -43 41 46 -24 -22 Net New External Trips 1 4.832 93 58 1 1 35 1 343 185 157 414 1 209 1 205 Source: Trip Generation Manual, 91h Edition, ITE and independent traffic evaluations of In-N-Out restaurants. 'Applied to Fast -Food use only. Kim ey*Horn 10 October2014 La Quinta Square La Quinta, Traffic Impact Analysis California As shown in Table 5, the proposed project is estimated to generate 4,832 total new daily trips, with 93 new trips occurring during the AM peak -hour, 343 new trips occurring during the mid -day peak -hour and 414 new trips occurring during the PM peak -hour. Proposed Project Trip Distribution and Assignment The distribution and assignment of project traffic to the surrounding roadway network was performed based on surrounding land uses and the anticipated interaction with the project, as well as the amount of traffic currently using the roadways. The proposed retail land use is expected to distribute trips to/from adjacent residential uses and traffic along Highway 111. The project trip distribution percentages are illustrated in Figure 5. The percentages shown in Figure 5 were established using the existing daily traffic volume patterns and the location of residential neighborhoods and Highway 111. The trip generation was then assigned to the network using the trip distribution. Adjustments were made to account for pass -by trips. The resulting AM and PM peak -hour traffic volume assignment attributed to the proposed project are illustrated in Figure 6. The pass -by trip adjustment summary is provided in Appendix D. BACKGROUND GROWTH METHODOLOGY Background growth rates were calculated for individual intersections and roadway segments based on the 2010 and 2035 volumes provided in the City of La Quinta General Plan Environmental Impact Report (GPEIR). The volume difference from 2010 to 2035 was calculated at each roadway segment and intersection approach and the corresponding annual growth rate for each location was determined. These annual growth rates were used to project future background traffic volumes at study area intersections and along study area roadway segments. The calculated annual intersection and segment growth rates are provided in Appendix E. BACKGROUND (2015) CONDITIONS Background conditions for this analysis were established as 2015, the year during which the proposed project is anticipated to be completed and fully occupied. To achieve year 2015 traffic conditions, two years of background traffic growth were applied to the Existing (2013) conditions based on the annual intersection and roadway segment growth rates shown in Appendix E. In addition, traffic from the Washington Park Specific Plan Adjacent Tract 2 development was added to the background conditions. The Washington Park development consists of a multiplex cinema and commercial retail use and is located just south of the proposed project at the intersection of Washington Street and 47th Street. Figure 7 provides the AM and PM traffic volumes for this analysis scenario. Table 6 provides a summaryof the intersection analysis and Table 7 provides a summary of the roadway segment analysis for this analysis scenario. Kim ey>))Horn 11 October2014 � _ r— _ � _ �— r—_ f�_ _ —7 --7 —9 —9 —1 —1 i 5% J 5X Fred Wanng Dr AsTT a 60 s, 2X 3X Miles Ave N .•+ N E C c X�— ox NOT TO SCALE 49G ® STUDY AREA INTERSECTION ox Avenue 40 ,— —'— � 111Ij * FUTURE INTERSECTION 9 PROJECTSRE a 3°.� — STUDY AREA ROADWAY 15N I e� Q� SEGMENT Kimlelyl*Horn FIGURE5 PROJECT DISTRIBUTION 095943001 OCTOBER2014 12 LA QUINTA SQUARE, LA QUINTA, CA RNy Fred Wa �' mliumf >> Horn 095943001 OCTOBER 2014 .-. N � Ff u r�2(1U) r'9(�) 111 8(31)� �n rR � 22p9) Hwy 111 laps) � 1 (6)� N F 1 B(63) Hwy 111 N Miles Ave R�2(6r) ITI 1 (a)�j &g S 11 1 �2(10) Simon Dr 12(42) � O s F 9(31) �17(63) Hwy 111 � h c O � 22p9) Hwy 111 laps) � i �6(21) Hvry 111 a(21) �' a(z1)—� 4(21) m 7 � 11p3) 1� y r- s(3To) Sonon Dr � 26(94) � 26(94) Hwy 111 i6(93) � a >a � 18(63) Hwy 111 12(63) � 1(8)�j m • m Fred Rr3(1r0I ITI 3(10) N � N FIGURE 6 PROJECT TRIP ASSIGNMENT LA QUINTA SQUARE, LA QUINTA, CA — -I—T- - Fred Waring Dr �d44 79fo f Miles Ave 111 IF 1 E D 0) 0 C p' rn m l�.fii Q 0� Avenue 48 N o` •s O' N NOT TO SCALE J Ki m kety))) Horn n 244(356) s— 732(633) L W�40(144) HWylll 49(116) � 389(879)� 225(628) � � N n m yy�+ r— 96(142) J II 11 +--- 837(1115) 1C y 1 �, 65(130) F{hy 111 94(226) ' 480(1296) 38(165) N � N m 53 S v- o ZZ n t 36(78) II 11 6— 1048(1166) y y r,156(413) Hwy 111 80(209) � 810(1368) R T I 118(359) $ ZR m 229(90) F 279(99) 97(75) Miles Ave 19(49) 60(184) —i T I T 26(47) o �Rm Intersection does not exist under thisscenafio nM 20(56) J I l F B53(1111) IL W 1 L—30(83) Hwy 111 29(66) 728(1362) � r . I 35(40) --,, S 9 K — 78(192) I1+ j F 815(1069) j �,121(214) HWy111 26(90) fiO4(1333) T I r 97(179) R � )o 274(185) 705(994) 1 e-94(97) l'H%111 163(354) 439(942) 153(452) --SSSK m m N S m 05 t _m r— 10(49) _K Im l — 17(110> SimonDr 21(10) 3(1)� T I 4(0) m a Intersection does not exist under this scenario 53(82) II II �eoz(1o1o) W 1 —115(265) HWV 111 39(56) 622(1310) — T 62(190) 743SN1605)--+ �186(120> —806(1280) 137(164) ({ 111 53(130) - T _r 86(121) n 392(187) � 1092(5%) 107(49) Fred 166(289) 366(905) —4 anng Or 208(403) m $ a o hersect10r1 does not ex6i under tlds scenario ® STUDY AREA INTERSECTION '• a..i PROJECT SITE XX' STORAGE LENGTH OUN -SIGNALIZED STUDY INTERSECTION ® SIGNALIZED STUDY INTERSECTION XX AM VOLUME (XX) PM VOLUME FIGURE 7 BACKGROUND (2015) CONDITIONS PEAK HOUR TRAFFIC VOLUMES 095943001 OCTOBER 2014 14 LA QUINTA SQUARE, LA QUINTA, CA La Quinta Square Traffic Impact Analysis Table 6 — Background (2015) Intersection Levels of Service La Quinta, California # Intersection Traffic Control AM Peak -Hour PM Peak -Hour Delay (seconds) LOS Delay (seconds) LOS 1 Highway 111 @ Washington Street Signal 38.0 D 36.1 D 2 Highway 111 @ Simon Drive Signal 12.3 B 18.8 B 3 Highway 111 @ La Quinta Center Drive Signal 17.2 B 22.4 C 4 Highway 111 @ Adams Street Signal 23.5 C 24.4 C 5 Highway 111 @ La Quinta Drive Signal 19.6 B 28.4 C 6 Highway 111 @ Dune Palms Road Signal 26.4 C 24.7 C 7 Highway 111 @ Depot Drive Signal 18.7 B 27.3 C 8 Highway ill @ Jefferson Street Signal 28.8 C 33.1 C 9 Washington Street @ Fred Waring Drive Signal 43.5 D 42.9 D 10 Washington Street @ Miles Avenue Signal 34.3 C 32.6 C 11 Washington Street @ Simon Drive Signal 18.1 B 19.4 B As indicated in Table 6 the study intersections operate at LOS D or better during the AM and PM peak -hours. The analysis worksheets for this scenario are provided in Appendix F. I Kim epMorn 15 October 2014 L F La Quinta Square Traffic Impact Analysis Table 7 — Background (2015) Roadway Segment Levels of Service La Quinta, California Roadway Number VAC Roadway Segment of Capacity ADT LOS Designation Lanes Ratio Highway 111 Mountain Cove Drive to Major 6 61,100 33,275 0.545 A Washington Street Washington Street to Simon Drive Major 6 61,100 31,826 0.521 A Simon Drive to La Quinta Center Drive Major 6 61,100 33,668 0.551 A La Quinta Center Drive to Adams Street Major 6 61,100 36,303 0.594 A Adams Street to La Quinta Drive Major 6 61,100 27,622 0.452 A La Quinta Drive to Dune Palms Road Major 6 61,100 37,022 0.606 B Dune Palms Road to Depot Drive Major 6 61,100 37,983 0.622 B Depot Drive to Jefferson Street Major 6 61,100 39,146 0.641 B Washington Street Fred Waring Drive to Miles Avenue Major 6 61,100 28,777 0.471 A Miles Avenue to Highway 111 Major 6 61,100 34,381 0.563 A Highway 111 to Simon Drive Major 6 61,100 36,412 0.596 A Simon Drive to Avenue 48 Major 6 61,100 35,887 0.587 A As indicated in Table 7 the study area roadway segments operate at LOS A or B. BACKGROUND (2015) PLUS PROPOSED PROJECT CONDITIONS Peak -hour traffic associated with the proposed project was added to the Background (2015) traffic volumes and levels of service were determined at the study intersections. Figure 8 provides the AM and PM traffic volumes for this analysis scenario. Table 8 provides a summary of the intersection operating conditions for this analysis scenario and baseline Background (2015) for comparison purposes; Table 9 provides a summary of the roadway segment operations. Kim ey>»Horn 16 October2014 La Quinta Square Traffic Impact Analysis La Quinta, California Table 8 - Background (2015) and Background (2015) Plus Proposed Project Intersection Levels of Service # Intersection Analysis Scenario' Traffic Control AM Peak -Hour PM Peak -Hour Delay (sec) LOS Delay (sec) LOS 1 Highway 111 @ Washington Street Back. Signal g 38.0 D 36.1 D Back.+PP 38.3 D 37.3 D 2 Highway 111 @ Simon Drive Back. Signal g 12.3 B 18.8 B Back.+PP 12.5 B 20.2 C 3 Highway 111 @ La Quinta Center Drive Back. Signal g 17.2 B 22.4 C Back.+PP 17.3 B 24.3 C 4 Highway 111 @ Adams Street Back. Signal g 23.5 C 24.4 C Back.+PP 23.5 C 25.1 C 5 Highway 111 @ La Quinta Drive Back. Signal g 19.6 B 28.4 C Back.+PP 19.8 B 34.0 C 6 Highway 111 @ Dune Palms Road Back. Signal g 26.4 C 24.7 C Back.+PP 26.4 C 25.8 C 7 Highway 111 @ Depot Drive Back. Signal 18.7 B 27.3 C Back.+PP 18.9 B 27.5 C 8 Highway 111 @ Jefferson Street Back. Signal 28.8 C 33.1 C Back.+PP 29.3 C 34.8 C 9 Washington Street @ Fred WaringDrive Back. Signal g 43.5 D 42.9 D Back.+PP 43.8 D 44.8 D 10 Washington Street @ Miles Avenue Back. Signal g 34.3 C 32.6 C Back.+PP 34.6 C 34.6 C 11 Washington Street @ Simon Drive Back. Signal g 18.1 B 19.4 B Back.+PP 18.4 B 21.5 C 12 Highway 111 @ Pro' ct Driveway Back. OWSC (NBR) Does not exist Back.+PP 9.5 A 1 12.3 B 13 Simon Drive @ Project Driveway Back. OWSC SB Does not exist Back.+PP 8.6 A 1 10.1 B 14 Simon Drive @ Project DrivewayBack.+PP Back. OWSC (EB) Does not exist 9.3 A 11.1 B Back. = Background (2015), Back. + PP = Background (2015) plus Proposed Project As indicated in Table 8, the study intersections continue to operate at LOS D or better during the AM and PM pea k-hours with the addition of project traffic under background (2015) conditions. The analysis worksheets for this scenario are provided in Appendix G. mley>))Horn 17 October 2014 Is K 186(120) 907(1256) Hwy 111 792(1456) — 29(128) all O S 1l I 69 ® STUDY AREA INTERSECTION PROJECT SITE i..i j y XX' STORAGE LENGTH Dq ® UN -SIGNALIZED STUDY s(31) INTERSECTION z(10) SIGNALIZED STUDY n INTERSECTION SLOP xx (XK) AM VOLUME PM VOLUME _ r Fred Waring Dr �9f� 7� f Miles Ave I E E N ) I m a m I Q 0) � � C 7 L] QJ`°`Oc e Avenue 48 N p t O� m NOT TO SCALE `� v � 246(366) F 733(631) �-49(T87) 111 49(116) a 397(910) —) 225(628) vi c� N m �-96(142) E— 859(1194) L— 65(130) (-� 111 95(234) � 494(1375) � 39(171) � w S �-36(/8) � 1066(1229) � 156(413) My)r 111 fiotzo9> 622(1431) T_ 118(359) o � 0 N .-. F z76(99> r-99(81) Miles Ave 60(184)Rae 27(51) � � � a � m S FE � 1" I �zs(t7o) Simon Dr 1z(az) st(12s)— 0 � 20(56) 1 � a7(14s) ({„y 111 29(66) � 739(1424) -) 35(40) 0 � 78(192) J `N E— 838(1148) �-121(214) (�{�y� 111 26(90) -� 618(1412) � � � _� 97(179) � o pi i s m$� � N m � 274(185) II � E-711(1015) y � 94197) HWy 111 167(375) -� 443(963) � 157(473) n $ ao M R � z1(1zz> l y 1 �ot1) �- zz(14o) Simon Dr 21(10) � 3(1) � � T 41D) O•� {� n n m � 53(82) " Iryl � 828(1104) 1 L 115(265) � 111 39(56) � 638(1403) � 62(19D) � a I+ F 824(1343) y � 137(164) ,{1yy 111 s4(13e) � 468(1668) � 87(129) � m • �M � 392(187) E— 1092(559) 110(59) � 165(289) � R T 1t 211(413) � � c r Ki m le... v,))) Horn _ FIGURE 8 BACKGROUND (2015) WITH PROJECT CONDITIONS PEAK HOUR TRAFFIC VOLUMES osssaaool OCTOBER2014 18 LA QUINTA SQUARE, LA QUINTA, CA La Quinta Square Traffic Impact Analysis La Quinta, California Table 9 — Background (2015) and Background (2015) Plus Proposed Project Roadway Segment Levels of Service Roadway Segment Analysis Scenario Capacity ADT WC Ratio LOS Highway 111 Mountain Cove Drive to Washington Street Back. 61,100 33,275 0.545 A Back.+PP 34,000 0.556 A Washington Street to Simon Drive Back. 61,100 31,826 0.521 A Back.+PP 34,967 0.572 A Simon Drive to La Quinta Center Drive Back. 61,100 33,668 0.551 A Back.+PP 35,842 0.587 A La Quinta Center Drive to Adams Street Back. 61,100 36,303 0.594 A Back.+PP 38,478 0.630 B Adams Street to La Quinta Drive Back. 61,100 27,622 0.452 A Back.+PP 29,458 0.482 A La Quinta Drive to Dune Palms Road Back. 61,100 37,022 0.606 B Back.+PP 38,858 0.636 B Dune Palms Road to Depot Drive Back. 61,100 37,983 0.622 B Back.+PP 39,433 0.645 B Depot Drive to Jefferson Street Back. 61,100 39,146 0.641 B Back.+PP 40,595 0.664 B Washington Street Fred Waring Drive to Miles Avenue Back. 61,100 28,777 0.471 A Back.+PP 29,744 0.487 A Miles Avenue to Highway 111 Back. 61,100 34,381 0.563 A Back.+PP 36,072 0.590 A Highway 111 to Simon Drive Back. 61,100 36,412 0.596 A Back.+PP 38,104 0.624 B Simon Drive to Avenue 48 Back. 61,100 35,887 0.587 A Back.+PP 36,611 0.599 A As indicated in Table 9, the study area roadway segments continue to operate at LOS A or B with the addition of project traffic under Background (2015) conditions. Kim ey»)Horn 19 October2014 La Quinta Square Traffic Impact Analysis CUMULATIVE (2035) CONDITIONS La Quinta, California Cumulative conditions for this analysis were established as 2035, consistent with the GPEIR. It is noted in the City guidelines that for the cumulative scenario, improvements fully funded by the City's Capital Improvement Program (CIP), the Development Impact Fee Program (DIF) and the Transportation Uniform Mitigation Fee Program (TUMF) are assumed to be in place. The To achieve year 2035 traffic volumes, twenty-two (22) years of background traffic growth were applied to the Existing (2013) conditions based on the annual roadway segment growth rates shown in Appendix E. The growth rates were established using the growth shown between 2010 and 2035 conditions in the GPEIR. Figure 9 provides the AM and PM traffic volumes for this analysis scenario. Table 10 provides a summary of the intersection analysis and Table 11 provides a summary of the roadway segment analysis. Table 10 — Cumulative (2035) Intersection Levels of Service # Intersection Traffic Control AM Peak -Hour PM Peak -Hour Delay (seconds) LOS Delay (seconds) LOS 1 Highway 111 @ Washington Street Signal 51.1 D 63.2 E 2 Highway 111 @ Simon Drive Signal 14.5 B 21.5 C 3 Highway 111 @ La Quinta Center Drive Signal 25.5 C 23.7 C 4 Highway 111 @ Adams Street Signal 28.2 C 43.4 D 5 Highway 111 @ La Quinta Drive Signal 31.2 C 52.9 D 6 Highway 111 @ Dune Palms Road Signal 30.5 C 43.5 D 7 Highway 111 @ Depot Drive Signal 31.0 C 147.0 F 8 Highway 111 @ Jefferson Street Signal 45.0 D 121.4 F 9 Washington Street @ Fred Waring Drive Signal 217.2 F 186.6 F 10 Washington Street @ Miles Avenue Signal 49.6 D 228.1 F 11 Washington Street @ Simon Drive Signal 23.9 C 21.3 C Bold = Substandard As indicated in Table 10, four study intersections operate at LOS F during at least one peak hour under Cumulative (2035) baseline conditions. The analysis worksheets forthis scenario are provided in Appendix H. ey>)) Horn 20 October 2014 7 h11B18eCIIon does f1018i W idler IIIIS SCBIIB110 • ® STUDY AREA INTERSECTION ��' PROJECTS(TE min Ir Wmocim doss riot &M under InWswbon does not exist under C..� XX' STORAGE LENGTH this scmdo Wsscmatio O UN-SIGNAUZED STUDY INTERSECTION ® SIGNALIZED STUDY xx INTERSECTION AM VOLUME XX) PM VOLUME Fred Waring Dr vd �9fo °s f Miles Ave 111 C E � IT (i y ' c / �a ec~e �p1 G �eP° Avenue 48 N o m .c Ci NOT TO SCALE Kimley)))Horn as m � s �eo(3o4) _� 1151(1750) � 12B(190) Hyyy 111 168(389> -a 1034(1701) � 180(273) s � N � 55(143) II 11 F-1588(1962) W 1 L— 240(763) � 111 ,2a397) �' 912(2384) � K 182(664) th ^ Ia � �246(408) E— 314(469) L— 115(150)�je8/{y8 69(113) 128(239) � 60(49) " R H s �- 37(93) II `` F- 1526(1718) y 1 � 54(138) Hwy111 52(110) 1294(2089) � I � I 64(66) �T m m a �f � � �-130(338) II l F 1326(1888) W jl � 201(373) (�(y� 111 44(157) � 974(2194) � 161(312) O n� V 1L 385(5&) 4= 919(1874) r- t76(318) Fhry 111 151(513) �T 917(7843) �_ 307p48) A�v p O IN `^ 1 ` 0(2) y f� 32(178) grnpn � 40(17) � ..m s r` 97(138) ado chi a II �1487(1880) y �167(240) �Y 111 72(93) � 1139(2779) � �_ 78(140) N � a Ro� � �-216(456) F 951(1803) r 1 M(�1 Hxy 111 112(312) � 911(1828) � 115(125) -� v �i ry E--1501(2020) r- 23B(203JYBd 230(485I � 1401(1654) � f 578(752) � A �N FIGURE 9 CUMULATIVE (2035) CONDITIONS PEAK HOUR TRAFFIC VOLUMES 095943001 OCTOBER 2014 21 LA QU I NTA SQUARE, LA QU I NTA, CA La Quinta Square Traffic Impact Analysis Table 11— Cumulative (2035) Roadway Segment Levels of Service La Quinta, California Roadway Number Roadway Segment of Capacity ADT LOS Designation Ratio ati o Lanes Highway 111 Mountain Cove Drive to Major 6 61,100 51,784 0.848 D Washington Street Washington Street to Major 6 61,100 48,920 0.801 C Simon Drive Simon Drive to Major 6 61,100 51,867 0.849 D La Quinta Center Drive La Quinta Center Drive to Major 6 61,100 55,788 0.913 E Adams Street Adams Street to Major 6 61,100 32,286 0.528 A La Quinta Drive La Quinta Drive to Dune Palms Road Major i 6 61,100 43,820 0.717 C Dune Palms Road to _Depot Drive Major 6 61,100 46,125 0.755 C Depot Drive to Jefferson Street Major 6 61,100 47,586 0.779 C _ Washington Street Fred Waring Drive to Major 6 61,100 64,210 1.051 F Miles Avenue Miles Avenue to Highway 111 Major 6 61,100 54,141 0.886 D Highway 111 to Major 6 61,100 52,119 0.853 D Simon Drive Simon Drive to Major 6 61,100 51,362 0.841 D Avenue 48 Bold = Substandard As indicated in Table 11, one study area roadway segment operates at LOS F under Cumulative (2035) baseline conditions. CUMULATIVE (2035) PLUS PROPOSED PROJECT CONDITIONS Peak -hour traffic associated with the proposed project was added to the Cumulative (2035) traffic volumes and levels of service were determined at the study intersections. Figure 10 Provides the AM and PM traffic volumes for this analysis scenario. Table 12 provides a summary of the intersection analysis for this analysis scenario and baseline cumulative (2035) for comparison purposes; Table 13 provides a summary of the roadway segment analysis. Kim ey>>) Horn 22 October 2014 12 E— 1616(1924) Mry 111 � 1410(2253) a a »> Horn �II I E— 991(819) L �II II F1173(1829) y y � 126(190) F{yy)r 111 � 1048(178D) 161(279) m n � m 8 S 55(143) J I IN F 1604(2025) iL L y � 240(763) I�Ny 111 124(387) 924(2447) � � T 182(664) � � 1: _ v � 246(408) E— 314(469) � 117(1ss)Miles Ave 69(113) � 128(239) � � T 61(53) N g E— 52(269) Simon Dr 1z(az) a 114(203) —i O o` rn 37(93) II ll E— 1535(1749) y y L�711201) Iiwy 111 sz(11n> � 1305(2151) T m m O � � � 130(336) _� J ( E-1348(1765) �-201137311�iNy 111 44(157) � 988(2273) T 161(312) 395(584) 11 E— 925(1895) y L� 178(318) 155(534) -� 921(1664) � � T 311(787) � m �o 29(152) l y � oczl � 37(208) Simon Dr40(17) � 6(2) � � T e(0) n 9 97(136) I y F 1493(1774) r 1s7(2ao> f{Ny 111 72(93) � 1155(2272) T _� N W F m n $ � ' m11 f` 216(456) E— 969(1866) 1 � 144(336) Hwy 111 E— 1501(2020) r-241(213�1eQ 230(465) 1401(1654) -i � T 581(762)� r� mom FIGURE 10 CUMULATIVE (2035) WITH PROJECT CONDITIONS - PEAK HOUR TRAFFIC VOLUMES 095943001 OCTOBER2014 23 LA QUINTA SQUARE, LA QUINTA, CA La Quinta Square Traffic Impact Analysis La Quinta, California Table 12 - Cumulative (2035) and Cumulative (2035) Plus Proposed Project Intersection Levels of Service # Intersection Analysis Scenario" Traffic Control AM Peak -Hour PM Peak -Hour Delay (sec) LOS Delay (sec) LOS 1 Highway 111 @ Washington Street Cumul. Signal g 51.1 D 63.2 E Cumul.+PP 51.7 D 71.3 E 2 Highway 111 @ Simon Drive Cumul. Signal g 14.5 B 21.5 C Cumul.+PP 14.6 B 27.2 C 3 Highway 111 @ La Quinta Center Drive Cumul. Signal g 25.5 C 23.7 C Cumul.+PP 27.0 C 24.6 C 4 Highway 111 @ Adams Street Cumul. Signal 28.2 C 43.4 D Cumul.+PP 28.3 C 46.3 D 5 Highway 111 @ La Uinta Drive Cumul. Signal 31.2 C 52.9 D Cumul.+PP 32.9 C 55.1 E 6 Highway 111 @ Dune Palms Road Cumul. Signal 30.5 C 43.5 D Cumul.+PP 30.5 C 45.5 D 7 Highway 111 @ De of Drive Cumul. Signal 31.0 C 147.0 F Cumul.+PP 32.5 C 153.6 F 8 Highway 111 @ Jefferson Street Cumul. Signal g 45.0 D 111.4 F Cumul.+PP 45.3 D 116.4 F 9 Washington Street @ Fred WaringDrive Cumul. Signal Signal F 186.6 F Cumul.+PP 118.5 F 189.9 F 10 Washington Street @ Miles Avenue Cumul. Signal g 49.6 D 218.1 F Cumul.+PP 49.8 D 224.6 F 11 Washington Street @ Simon Drive Cumul. Signal 23.9 C 21.3 C Cumul.+PP 24.0 C 29.3 C 12 Highway 111 @ Project Driveway Cumul. OWSC (NBR) Intersection Does Not Exist Cumul.+PP 9.8 1 A 1 11.2 B 13 Simon Drive @ Project Driveway Cumul. OWSC Sg Intersection Does Not Exist Cumul.+PP 8.8 1 A 11.1 B 14 Simon Drive @ Project DrivewayCumul.+PP Cumul. OWSC EB) Intersection Does Not Exist 10.0 A 13.2 B .Cumul. = Cumulative (2035), Cumul. + PP = Cumulative (2035) plus Proposed Project' Bold = Substandard As indicated in Table 12, the four study intersections operating at LOS F without the project would have increase in delay with project traffic, but no additional intersections would degrade to substandard LOS. The analysis worksheets for this scenario are provided in Appendix I. mley>))Horn 24 October2014 La Quinta Square Traffic Impact Analysis La Quinta, California Table 13 — Cumulative (2035) and Cumulative (2035) Plus Proposed Project Roadway Segment Levels of Service Roadway Segment Analysis Capacity ADT WC Ratio LOS Scenario Highway 111 Mountain Cove Drive to Cumul. 51,784 0.848 D 61,100 Washington Street Cumul.+PP 52,508 0.859 D Washington Street Cumul. 48,920 0.801 C 61,100 to Simon Drive Cumul.+PP 52,061 0.852 D Simon Drive to Cumul. 51,867 0.849 D 61,100 La Quinta Center Drive Cumul.+pP 54,042 0.884 D La Quinta Center Drive to Cumul. 55,788 0.913 E 61,100 Adams Street Cumul.+pp 57,962 0.949 E Adams Street to Cumul. 32,286 0.528 A 61,100 La Quinta Drive Cumul.+PP 34,122 0.558 A La Quinta Drive to Cumul. 43,820 0.717 C 61,100 Dune Palms Road Cumul.+PP 45,656 0.747 C Dune Palms Road to Cumul. 46,125 0.755 C 61,100 Depot Drive Cumul.+PP 47,574 0.779 C Depot Drive to Cumul. 47,586 0.779 C 61,100 Jefferson Street Cumul.+PP 49,036 0.803 D Washington Street Fred Waring Drive to Cumul. 64,210 1.051 F 61,100 Miles Avenue Cumul.+PP 65,176 1.067 F Miles Avenue to Cumul. 54,141 0.886 D 61,100 Highway 111 Cumul.+PP 55,832 _D.914 E Highway 111 to Cumul. 52,119 0.853 D 61,100 Simon Drive Cumul.+pP 53,811 0.881 D Simon Drive to Cumul. 51,362 0.841 D 61,100 Avenue 48 Cumul.+PP 52,086 0.852 D As indicated in Table 13, one study area roadway segment continues to operate at LOS F with the addition of project traffic and the segment of Washington Street between Miles Avenue and Highway 111 drops below LOS D with the addition of project traffic. I Kim ey>))Horn 25 October2014 L r La Quinta Square la Quinta, Traffic Impact Analysis California TRAFFIC IMPACTS AND MITIGATION Consistent with the Cityof La Quinta requirements°, this analysis was conducted for the study facilities for the following scenarios: A. Existing (2013) Conditions B. Background (2015) Conditions C. Background (2015) plus Proposed Project Conditions D. Cumulative (2035) Conditions 1 I E. Cumulative (2035) plus Proposed Project Conditions Potentially Significant Impact Criteria Project impacts were determined by comparing conditions with the proposed project to those without the project. Impacts for intersections are created when traffic from the proposed project forces the LOS to fall below a specific threshold. The City of La Quinta standards4 specify a standard of LOS D as the minimum level of service for intersections and roadway segments. However, at intersections along roadways contained in the Riverside County Congestion Management Program (CMP) System of Highways and Roadways, the minimum level of service required is LOS E. Within the City of La Quinta, Highway 111 is designated as a CMP facility'. Change in traffic is considered to be a significant traffic impact when one of thefollowing conditions occurs: Intersections ■ For all analysis scenarios, a potentially significant project specific traffic impact is defined to occur at any signalized intersection if the project trips will result in the LOS for that intersection exceedingthe following established criteria: o existing intersections already operating at LOS E have a significant impact if there is an increase in delay of 2 seconds or more o existing intersections already operating at LOS F have a significant impact if there is an increase in delay of 1 second or more For all analysis scenarios, a potentially significant project specific traffic impact is defined to occurat an unsignalized study intersection when, with project traffic included, an intersection has a projected LOST' on a side street for two-way stop control or LOSE' or worse for the intersection at an all -way stop controlled intersection and the addition of project traffic results in an addition of 3 seconds or more of delay for any movement. Delay shall be calculated for all unsignalized intersections to demonstrate this condition. Roadway Segments ■ For existing plus project and project opening year analysis scenarios, a potentially significant project traffic impact is defined to occur on any road segment if the segment is projected to be operating at LOS E of LOS F with project traffic included and the peak hour volume -to -capacity ratio (v/c) in the L peak direction is increased by 0.02 or more by addition of project traffic at existing plus project or at project opening year(s). ■ For cumulative condition analysis scenarios, a potentially significant project specific traffic impact is defined to occur on any studied road segment if the project would cause the existing LOS to fall to L worse than LOS D for cumulative growth volumes. A potentially significant project is also defined to occur on any studied road segment that is already operating at LOS E or LOS F, if the project traffic will increase the peak hour v/c in the peak direction by more than 0.02 with cumulative traffic Ivolumes. L ° City of La Quinta Engineering Bulletin #06-13, Traffic Impact Study Guidelines, December 19, 2012. s La Quinta 2035 General Plan, Page II-42. Kim ey»)Horn 26 October 2014 La Quinta Square La Quinta, Traffic Impact Analysis California The following is a discussion of the impacts and associated mitigations required for each of the analysis r scenarios. I For projects that create significant impacts to City facilities, a percentage of fair share shall be determined for each location impacted: ■ Fair share for intersections shall be calculated as a the ratio of the increase in peak hour turning movement volumes from the project divided by the sum of the existing peak hourturning movements plus peak hour turning movement volumes generated by the cumulative development projects. ■ Fair share for street segments shall be calculated as the ratio of the increase in average daily trips from the project divided by the sum of the existing average daily trips plus average daily trips r generated by the cumulative development projects. IN Fair share cost of mitigation shall be calculated using the Project Fair Share percentage (calculated in the previous bullets) multiplied by the total cost of mitigation. Potentially Significant Impact to Intersections The significant impact criteria were applied to determine potential impacts atthe study area intersections and roadway segments. No impacts were found for Background (2015) conditions. Impacts were found at the following locations for Cumulative (2035) conditions: ■ Highway 111 @ Depot Drive (pm peak) ■ Highway 111 @ Jefferson Street (pm peak) ■ Fred Waring Rd @ Washington Street (am & pm peak) ■ Miles Avenue @ Washington Street (pm peak) ■ Washington Street from Miles Avenue to Highway 111 (daily) In addition, the City has determined an immediate need for improvements at the intersection of Highway 111 and Simon Drive to improve north -south flow at the signal. Although intersection operations show an acceptable LOS, the City has been aware that the northbound and southbound left -turns do not have a separate left -turn phase and in order to operate efficiently will need to be restriped to provide separate left - turn lanes that are correctly aligned and associated separate left -turn phases. Currently the intersection has shared through -left lanes for these approaches that cause confusion and congestion. Further, the northbound and southbound through lanes are offset across the intersection which causes a safety concern. Since these impacts occur during the Cumulative (2035) conditions, possible mitigations need to be coordinated with the City of La Quinta to ensure consistency with the City's roadway network plan established in the GPEIR. There are a few intersections that can be improved to mitigate poor LOS or that the City has identified as mitigations that will be completed. However, several of these locations are built out to their ultimate classification or assumed to be built out to their ultimate classification under the Cumulative (2035) conditions and the addition of additional auxiliary or through lanes is not feasible due to right-of-way constraints. "- At locations where additional physical improvements are not feasible, Transportation System Management (TSM) programs and overall Traffic Demand Management (TDM) efforts are defined in the EIR. TDM programs are designed to reduce the number of vehicles on the roadway by increasing vehicle occupancy, carpooling, L vanpooling and transit ridership. TSM programs and projects supplytravelers with real timetravel information to help them make smart travel choices. This can include Intelligent Transportation Systems (ITS) projects for the most efficient traffic signal coordination along corridors and for informing motorist of routes around Kim ep Horn 27 October 2014 it La Quinta Square La Quinta, Traffic Impact Analysis California traffic congestion through dynamic message signs. The following is a list of specific forms of TSM and TDM r programs mentioned in the EIR. I ■ Implement additional intelligent transportation systems o Traffic signal coordination in "real time" o Transit Signal Priority o Dynamic Message Signs r ■ Continue with the City's established minimum driveway spacing and access restrictions, and use of Ispeed change lanes ■ Construct raised median islands with minimum openings ■ Add bus stop amenities and improve peak period headways alongthe Sunline Transit Agency's major I transit routes j ■ Implement peak season bicycling, carpool and vanpool incentives with major employers Impacts and Mitigations Background (2015) plus Proposed Project Conditions As reflected in Table 8, the addition of the proposed project does not result in significant impacts as defined by the City. Accordingly, no mitigations are required. Cumulative (2035) plus Proposed Project Conditions As reflected in Table 12 and Table 13, the addition of the proposed project results in a significant impact at four intersections and one roadway segment as defined by The City of La Quinta. In addition, the intersection of Highway 111 and Simon Drive was determined to have operational issues that the City would like to be addressed as part of the proposed project. The following is a discussion of the project impacts and associated mitigations. Impact: 11. Intersection 2, Highway 111 and Simon Drive As stated previously, the City recognizes the need for separate northbound and southbound left -turn lanes and signal phases for these movements. The current configuration has several operational and safety concerns that the City has documented a need for improvements. 12. Intersection 7, Highway 111 and Depot Drive This intersection operates at LOS F during the PM peak hour in the baseline cumulative scenario. With the addition of project traffic the intersection delay increases by more than one second which constitutes a significant impact. L 13. Intersection 8, Highway 111 and Jefferson Street This intersection operates at LOS F during the PM peak hour in the baseline cumulative scenario. With the addition of project traffic the intersection delay increases by more than one second which constitutes a significant impact. 14. Intersection 9, Washington Street and Fred Waring Drive This intersection operates at LOS F during both the AM and PM peak hours in the baseline L cumulative scenario. With the addition of project traffic the intersection delay increases by more than one second during both peaks which constitutes a significant impact. 15. Intersection 10, Washington Street and Miles Avenue This intersection operates at LOS F during the PM peak hour in the baseline cumulative L scenario. With the addition of project traffic the intersection delay increases by more than one second which constitutes a significant impact. Kim ey»)Horn 28 October2014 I F r L L L La Quinta Square Traffic Impact Analysis La Quinta, California 16. Roadway Segment Washington Street from Miles Avenue to Highway 111 The addition of project traffic causes the LOS of this segment of Washington Street to go below LOS D which constitutes a significant impact. Mitigation: M1. Intersection 2, Highway 111 and Simon Drive Restripe the northbound and southbound approaches to include a separate left -turn lane and a shared through -right lane in each direction. The signal would also require a modification to provide separate northbound and southbound left -turn signal phases. The project would contribute its fair share to this improvement. M2. Intersection 7, Highway 111 and Depot Drive This intersection was not included in the GPEIR evaluation, but the addition of a second eastbound right -turn lane or third westbound left turn lane was determined to be needed to bring overall intersection delay down below significant impact threshold levels. However, adding these lanes would require significant alterations to the roadway and adjacent properties and are not considered feasible mitigations. As no physical improvement is determined to be feasible, TSM and TDM programs planned to be implemented by the City will help improve operations at this location. M3. Intersection 8, Highway 111 and Jefferson Street The GPEIR identified adding a fourth northbound through lane, a third southbound left -turn lane and a fourth southbound through lane as possible mitigations. However, dueto right-of- way constraints these mitigations are considered infeasible as noted in the GPEIR. As no physical improvement is determined to be feasible, TSM and TDM programs planned to be implemented by the City will help improve operations at this location. M4. Intersection 9, Washington Street and Fred Waring Drive The GPEIR identified adding left -turn, right -turn and through lanes at this intersection as possible mitigations. However, due to right-of-way constraints these mitigations are considered infeasible. The GPEIR determined that there is a need to cTesign and -implement an ITS Master Plan in coordination with the cities of Palm Desert and Indian Wells to assist traffic flow. The project would contribute its fair share to these programs. MS. Intersection 10, Washington Street and Miles Avenue Addition of a dedicated westbound right -turn lane and converting the existing westbound shared through -right lane to a through only lane, as well as adding a westbound right -turn overlap phase would improve operations at this location. While the resulting LOS would not be at acceptable LOS D or better, this improvement would mitigate the increase in delay caused by project traffic. Although project traffic does not contribute westbound right -turn movements at this location, this improvement helps the intersection as a whole operate more efficiently. The project would contribute its fair share to this improvement. M6. Roadway Segment Washington Street from Miles Avenue to Highway 111 Additional lanes would be required to bring the segment LOS up to acceptable levels in the cumulative plus project scenario. However, the roadway is already built out at its maximum classification per the GPEIR with three through lanes in each direction and any other physical mitigations for this segment are considered infeasible. TSM and TDM programs planned to be implemented by the City will help improve operations at this location. The LOS results for the two intersections where mitigation is feasible are shown in Table 14. This table includes the LOS with and without mitigation and reflects Cumulative (2035) Plus Project conditions. Analysis worksheets for this scenario are provided in Appendix J. Kim ey>»Horn 29 October 2014 L La Quinta Square Traffic Impact Analysis Table 14 —Cumulative (2035) Plus Project Level of Service with and without Mitigation La Quinta, California # Intersection Analysis Scenario I Traffic Control AM Peak -Hour PM Peak -Hour Delay (sec) LOS Delay (sec) LOS 2 Highway 111 @ Simon Drive Without Mitigation Signal g 14.6 B 27.2 C With Mitigation 24.1 C 39.2 D 10 1 Washington Street @ Miles Avenue Without Mitigation Signal 49.8 D 224.6 F With Mitigation 39.5 D 198.2 F The project would be responsible for its fair share contribution to the improvements at these two locations. The calculated fair share percentages are shown in Table 15. Table 15—Intersection Fare Share Percentages Peak Hour Turning # Intersection Movement Volumes Peak Hour Fare Share Percentage Project Total 2 Highway 111 @ Simon Drive 252 4,966 5.07% 1-01 Washington Street @ Miles Avenue 1 127 6,755 1 1.88% As mentioned previously, the GPEIR states thatthe Citywill develop and implement Transportation Systems Management (TSM) and Transportation Demand Management (TDM) strategies in both land use and transportation planning to improve LOS at locations where physical improvements are not feasible. Consistent with the GPEIR, those programs would serve as mitigation measures to the other intersections with impacts under Cumulative (2035) conditions. Kim ey»)Horn 30 October2014 L La Quinta Square Traffic Impact Analysis OTHER CONSIDERATIONS Midday Volume Analysis La Quinta, California A midday analysis for the Background (2015) and Cumulative (2035) scenarios was also completed for intersections in close proximity to the project site to ensure that the proposed project did not have any significant midday peak hour roadway impacts. The Background (2015) and Background (2015) Plus Project volumes are shown in Figure 11. The Cumulative (2035) and Cumulative (2035) Plus Project volumes are shown in Figure 12. The midday level of service is shown in Table 16. Table 16 — Midday Intersection Levels of Service # Intersection Analysis Scenario Traffic Control Analysis Year 2035 _ 2015 — Delay (sec) LOS Delay (sec) LOS 1 Highway 111 @ Washington Street Without PP Signal 34.9 C 48 D With PP 36.0 D 51.2 D 2 Highway 111 @Simon Drive Without PP Signal 20.0 C 28 C With PP 22.0 C 32.5 C 11 Washington Street @Simon Drive Without PP Signal 19.9 B 19.8 B With PP 20.6 C 25 C 12 Highway 111 @ Project Driveway (NBR) Without PP OWSC (NBR) Intersection Does Not Exist With PP 11.6 1 B 1 10.6 B 13 Simon Drive @Project Driveway (SB) Without PP OWSC (SB) Intersection Does Not Exist With PP 9.9 1 A 1 10.7 B 14 Simon Drive @Project Driveway (EB) Without PP OWSC (EB) Intersection Does Not Exist With PP 11.8 1 B 1 13.9 � B As shown in Table 16, the three site access locations and adjacent intersections would all operate at LOS D or better during the midday peak hour. Kim ep) Horn 31 October 2014 439(447) 62(62) 5(133) rn r— ZF +—1343(1387) IvI F 141(149) 111 1 Simm Dr Proj 0(37) �7 0(24) __a 142fi(1409) _) 161(161) 0(136) 0(8) O ® O ©STUDY AREA INTERSECTIONS e••� PROJECT SITE a..i BKGND MIDDAY PEAK HOURVOLUMES BKGND+PROJMIDDAY PEAK HOUR VOLUMES ®UN -SIGNALIZED STUDY INTERSECTION ® SIGNALIZED STUDY INTERSECTION 7 0 7� 0 C L U) (a \\\````'V,vf Kinn ey >>)Horn FIGURE 11 BACKGROUND (2015) WITH AND WITHOUT PROJECT - MIDDAY PEAK HOUR VOLUMES 095943001 OCTOBER 2014 32 LA QUINTA SQUARE, LA QUINTA, CA nc � 666(674) II It t— 1156(1142) W Y Lr 245(295) ).My 111 210(210) �r 1166(1194) —) 530(530) � o 0 II 1l F1719(1747) W 1 y�138(792) HYry 111 id3(143) � 1778(1825) 74(74) 0 II 1l F1719(1747) W 1 y�138(792) HYry 111 id3(143) � 1778(1825) 74(74) 101(169) r- 4— 1880(1924) _ e11 4— 219(227) I Simon Dr 1 Simon Dr y 0(37)�r 7 0(24) �1 1995(1973) � 250(250) —i 0(136) a D(8) 0 O O O D ®STUDY AREA INTERSECTIONS PROJECT SITE 70( CUMUL MIDDAY PEAK HOUR VOLUMES CUMUL+PROJ MIDDAY PEAK HOUR VOLUMES OUN -SIGNALIZED STUDY INTERSECTION ®SIGNALIZED STUDY INTERSECTION U) , O �% C cn c6 %mop 5 >>> Horn FIGURE 12 CUMULATIVE (2035) WITH AND WITHOUT PROJECT - MIDDAY PEAK HOUR VOLUMES 095943001 OCTOBER2014 33 L QUINTA SQUARE, LA QUINTA, CA r La Quinta Square La Quinta, Traffic Impact Analysis California Intersection Queuing Evaluation r Consistent with the City of La Quinta requirements, existing and proposed auxiliary lanes should be reviewed Ifor capacity. Cumulative and Cumulative plus Project scenario queuing impacts have been evaluated and quantified by comparing the calculated queues for critical study intersection movements. For this evaluation, F the relative queues without and with the addition of the proposed project are the primary focus. IFor the queuing analysis, the anticipated 95th percentile vehicle queues for critical movements affected by the addition of the proposed projectwere evaluated. Results of the queuing evaluation are presented in Table 17. Analysis sheets that include the anticipated vehicle queues are presented in Appendix K. As presented in Table 17, the addition of the proposed project adds additional queuing to severa I of the study j� locations. However, many of these projected queues are still shorter than the total available queuing storage. I With that said, there are six left -turning movements in the vicinity of the project site that will have 951h percentile queues longer than the available storage. Four of these will be longer than the available queue r length in the cumulative only scenario, without the addition of project traffic. The other two, occurring at the Iwestbound leftturn at Highway 111 and Simon Drive and the westbound left turn at Washington Street and Simon Drive, will have queues which are shorter than the available storage in the baseline cumulative scenario but that are longer than the available storage in the cumulative plus project scenario. The proposed mitigation at Highway 111 and Simon Drive would modify the northbound and southbound approaches to provide separate left -turn and through -right lanes. The northbound left -turn storage can beset to accommodate the anticipated queue when that mitigation is implemented. The available storage for the southbound left -turn is limited by the parking lot configuration to the north. At the other locations where queues were found to be exceeding the available storage length, the left -turn pocket is constrained by the opposing direction's left -turn pocket for the adjacent intersection. As a result, the turn pocket lengths cannot be extended without sacrificing storage at the adjacent intersection. Duetothese constraints, no physical improvements were determined to be feasible to address the queues at these locations. Site Access, Circulation and Parking The proposed site plan provides three driveways: one right -in, right -out only at Highway 111 and two full access driveways along Simon Drive. All of these access points were found to operate at acceptable conditions during all scenarios. Internal to the site there is a main drive aisle that connects the two access driveways and Iprovides stacking distance for vehicles exiting the site. The parking layouts and drive aisles are aligned to ` provide circulation through the site and minimize conflicts. The location of the fast-food restaurants drive through entrances and exits are placed in locations that minimize conflictswith vehicles parking or using other L buildings on site. For the In-N-Out building, the drive through layout provides distance for stacking approximately 20vehicles which would accommodatethe expected demandthe majority of the time based on stacking information obtained from other studies. As noted in the site plan being submitted as part of the overall submittal package, the layout provides the required number of parking stalls based on the proposed land uses. Truck turning movements on -site would need to be verified, but it seems that aisle widths and curb layouts would allow truck access. Overall, the site plan provides good access and circulation that would Laccommodate the proposed uses. L Kim ey>))Horn 34 October2014 L F r F r F I l La Quinta Square Traffic Impact Analysis Table 17 — Intersection Queuing Evaluation Results for Select Locations La Quinta, California Intersection / Analysis Scenario Movement Available Storage 95% Queue" (feet) AM Peak- Hour MD Peak- Hour PM Peak - Hour Highway 111 @ Washington Street NBL Cumulative (2035) 890 660 340 470 Cumulative (2035) Plus Project 668 368 523 SBL Cumulative (2035) 200 248 458 483 Cumulative (2035) Plus Project 255 505 553 EBL Cumulative (2035) 710 78 145 175 Cumulative (2035) Plus Project 78 145 175 WBL Cumulative (2035) 1120 118 178 350 Cumulative (2035) Plus Project 128 245 470 Highway 111 @ Simon Drive I NBL Cumulative (2035) 53 145 138 Cumulative (2035) Plus Project 53 * 110 * 145 SBL Cumulative (2035) 130 45 275 368 Cumulative (2035) Plus Project 43 * 205 * 260 EBL Cumulative (2035) 415 43 178 143 Cumulative (2035) Plus Project 43 178 143 WBL Cumulative (2035) 375 45 165 195 Cumulative (2035) Plus Project 60 328 453 Washington Street @ Simon Drive I NBL Cumulative (2035) 200 8 10 8 Cumulative (2035) Plus Project 8 10 8 SBL Cumulative (2035) 240 45 213 325 Cumulative (2035) Plus Project 53 243 380 EBL Cumulative (2035) 60 73 28 28 Cumulative (2035) Plus Project 73 28 28 WBL Cumulative (2035) 180 28 68 163 Cumulative (2035) Plus Project 33 83 205 Source: HCS+Signals Version 5.4, 2008. * Modeled with the proposed mitigation ** Storage shown is cumulative storage and not per lane +95th percentile queues are presented as cumulative total storage (not per lane) with the addition of the proposed project. Kim ey o Horn 35 October 2014 La Quinta Square La Quinta, Traffic Impact Analysis California Intersection Auxiliary Lane Evaluation r Right and left turn deceleration lanes at site access drives are warranted when there are a significant number Iof vehicles turning into the project site during the peak hour and the adjacent street has a primary or secondary arterial or higher order street classification. The threshold ingress volume for a left -turn F deceleration lane is 25 vehicles or more during the peak hour. The threshold ingress volume for a right -turn deceleration lane is 50 vehicles or more during the peak hour. There is left -in and right -in access to the project site provided by Simon Drive. The street classification of Simon Drive in the vicinity of the project is a minor street; since Simon Drive is classified as a minor street, no left or right deceleration lane is required at this access drive. rThere is right -in only access to the project site provided by Highway 111. Highway 111 is classified as a major arterial with a posted speed limit of 50 mph in the vicinity of the project site. The estimated right -turn ingress volume at this access drive during the evening peak hour is 129 vehicles, which is greater than 50. Therefore, a right -in deceleration lane is warranted at this location. According to the City of La Quinta guidelines and requirements a major street with a posted speed limit of 50mph should have a right -turn deceleration length of 248 feet and a transition length of 150 feet. These recommendations are based on the assumption that r motorists will decrease their travel speed by 10 mph prior to entering the transition taper and will decelerate Iat 6.5 ft/sec. The right -turn deceleration lengths also assume that the right -turn is free flow and that the motorist's final speed will be 10 mph as they turn the corner; thus no storage length is required in the r instance of right -turns. These requirements and recommendations are summarized in Table 18. Table 18— Deceleration Lane Recommendations Peak -Hour Threshold Posted Volume Primary or Deceleration Transition Storage Intersection /Analysis Ingress Volume Secondary Speed Length Length Length AMT PM Scenario Movement Pea Peak- for Turn Arterial Limit (ft) (ft) (ft) Type (mph) Hou Hour Highway 111 @ EBR 29 136 128 50 Yes 50 248 150 0 Project Driveway Highway 111 @ NBL 40 102 95 25 Yes 50 397 150 150 WBL 47 152 146 25 Yes 50 397 150 250 Simon Drive Simon Drive @ EBL 12 37 42 25 No 25 - - - Project Driveway (S) WBR 0 0 0 50 No 25 - - - Simon Drive @ Project NBL 0 0 0 25 No 25 - - - SBR 17 56 63 50 No 25 - - - Driveway (E) Highway 111 currently provides a shoulder adjacent to the proposed site that could be re -striped to function as this right -turn in conjunction with the proposed new driveway. There is approximately 250 feet between L the proposed new driveway and an existing right -in, right -out only driveway providing access to the adjacent lot to the west. While this does not provide enough room to incorporate both the transition and deceleration ` length as presented in Table 18, it does provide room for turning vehicles to move out of the way of through L traffic. Moving the proposed driveway further east to provide appropriate transition and deceleration length would create additional concerns with the traffic signal immediately east and the onsite circulation patterns. Therefore, a deceleration lane on Highway 111 is being proposed for the site within the constrained area between the proposed driveway and the adjacent right -in, right -out driveway to the west. At Highway 111 and Simon Drive, the existing westbound left -turn pocket is greater than 250 feet and provides enough storage for the anticipated demand. When the northbound left -turn pocket is striped as part Kim ey>Aorn 36 October 2014 L La Quinta Square La Quinta, j Traffic Impact Analysis California Iof the intersection improvement discusses in this report, the storage length should be at least 150-feet. F r I I I L Standard Deviation Trip Generation Analysis In addition to average peak hour trip generation rates, increases to incorporate plus one standard deviation in trip generation rates was also looked at because of the proposed retail and restraint land uses for the site. This was done as a worst case sensitivity analysis to identify marginal traffic issues with potential additional traffic volumes. The resulting trip generation with standard deviation is provided for informational purposes and not used in analysis. The standard deviations used for this analysis are shown in Table 19. Table 19 —Trip generation standard deviation values Land Use (ITE Code) AM Standard Deviation PM Standard Deviation Daily Standard Deviation Supermarket (850) 2.64 4.81 31.73 Shopping Center (820) 1.31 2.74 21.25 Fast Food (934) 28.63 1 19.73 1 242.52 The original trip generation shown in Table 5 used the fitted curve equation for estimatingtrips generated for shopping center land use and not the average trip generation rate. When calculating the potential trip generation for the plus one standard deviation scenario, the average rate plus one standard deviation was used for the shopping center land use. However, it was found that using this rate resulted in a smaller trip generation than what was originally calculated using the fitted curve equation. Therefore, the larger, fitted curve trip generation was used for this analysis. Also, the rate used for the In-N-Out fast food restaurant was determined based on other studies done for in- N-Out establishments, and no standard deviation information is available. The standard deviation for Fast Food Restaurant with Drive -Through, ITE land use code 934, was used to calculate the trip generation forthe In-N-Out restaurant for the plus one standard deviation scenario. The plus one standard deviation proposed project trip generation can be found in Table 20. Table 20 — Plus one standard deviation proposed project trip generation Land Use (ITE Code) Size {# Units/ksf) Total Daily Trips AM Peak -Hour PM Peak -Hour Total Trips IN OUT Total Trips IN OUT % Trips % Trips % Trips % Tri p s Shopping Center (820) 8.5 1368 35 62% 22 38% 13 115 48% 55 52% 60 Supermarket (850) 17.02 2280 103 62% 64 38% 39 243 51% 124 49% 119 In-N-Out (Fast Food Restaurant w/d.t.) 3.75 3205 0 0 0 258 52% 134 48% 124 Subtotal Raw Trips: 6853 138 86 52 616 313 Pass -By Reductions Percentage' (Daily, PM) 25% -801 -65 -34 -31 Net New External Trips 6052 138 86 52 551 279 Source: Trip Generation Manual, 9`h Edition, ITE and independent traffic evaluations of In-N-Out restaurants. ' Per Trip Generation Handbook, Second Edition,TrE. Kim epMorn 37 October 2014 r La Quinta Square La Quinta, Traffic Impact Analysis California SUMMARY AND RECOMMANDATIONS (� The project site, which is currently composed of a vacant building and parking area, is proposed to be I developed with a 17,020 square -foot market, an 8,500 square -foot retail building, and a 3,750 square -foot fast-food restaurant with drive through. It is assumed that the fast-food restaurant is an In-N-Out, which has different traffic patterns than a typical fast-food restaurant. The existing vacant building and parking area would be removed to provide space for the new development. Primary access to the site will be provided directly from Highway 111 by a right -in, right -out drive, and via two full access driveways along Simon Drive, 11 one to the east of the site, and one to the south of the site. It is anticipated that the site will be fully built out by the year 2015. The following intersections are included in this evaluation: 1. Highway 111 @ Washington Street 2. Highway 111 @ Simon Drive 3. Highway 111 @ La Quinta Center Drive 4. Highway 111 @ Adams Street 5. Highway 111 @ La Quinta Drive 6. Highway 111 @ Dune Palms Road 7. Highway 111 @ Depot Drive 8. Highway 111 @ Jefferson Street 9. Washington Street @ Fred Waring Drive 10. Washington Street @ Miles Avenue 11. Washington Street @ Simon Drive 12. Highway 111 @ Project Driveway (NBR) 13. Simon Drive @ Project Driveway (SB) 14. Simon Drive @ Project Driveway (EB) The following roadway segments are included in the existing evaluation ■ Highway 111 o Mountain Cove Drive to Washington Street o Washington Street to Simon Drive o Simon Drive to La Quinta Center Drive o La Quinta Center Drive to Adams Street o Adams Street to La Quinta Drive o La Quinta Drive to Dune Palms Road o Dune Palms Road to Depot Drive o Depot Drive to Jefferson Street ■ Washington Street o Fred Waring Drive to Miles Avenue o Miles Avenue to Highway 111 o Highway 111 to Simon Drive o Simon Drive to Avenue 48 Consistent with the City of La Quinta guidelines and requirements, this analysis was conducted forthe study facilities for the following scenarios: A. Existing (2013) Conditions B. Background (2015) Conditions C. Background (2015) Plus Proposed Project Conditions D. Cumulative (2035) Conditions E. Cumulative (2035) Plus Proposed Project Conditions ey>))Horn 38 October2014 F r F La Quinta Square Traffic Impact Analysis Summary of Findings Significant findings of this study include: La Quinta, California ■ The proposed project is estimated to generate 4,832 total new daily trips, with 93 trips occurring during the AM peak -hour, and 414 new trips occurring during the PM peak -hour. Existing Conditions All study area intersections and roadway segments operate at acceptable levels of service for the existing conditions. Background (2015) Conditions ■ All study area intersections and roadway segments operate at acceptable levels of service for the Background (2015) conditions. ■ No significant impacts were found for Background (2015) conditions. 1 Cumulative (2035) Conditions ■ Four study area intersections and one study area roadway segment fall below acceptable LOS in the C Cumulative (2035) scenario. ■ One additional roadway segment falls below acceptable LOS in the Cumulative (2035) Plus Project scenario. ■ The project was found to have five locations with significant impacts under Cumulative (2035) l conditions: l o Highway 111 @ Depot Drive (pm peak) o Highway 111 @ Jefferson Street (pm peak) r o Fred Waring Rd @ Washington Street (am & pm peak) l o Miles Avenue @ Washington Street (pm peak) o Washington Street from Miles Avenue to Highway 111 (daily) ■ In addition, the intersection of Highway 111 and Simon Drive was determined to need improvements based on needs identified by the City regarding operations and safety associated with the current configuration of the northbound and southbound approaches. Mitigations r ■ The project would contribute its fair share (5.07%) towards restriping the northbound and Il southbound approaches and completing a traffic signal modification to provide exclusive left -turn lanes in both directions at the intersection of Highway 111 and Simon Drive. ■ The projectwould contribute its fair share (1.88%) towards adding an exclusive westbound right -turn Llane and associated right -turn overlap phase at the intersection of Washington Street and Miles Avenue. ■ At the other locations where impacts were determined, physical improvements are considered L infeasible and the City's implementation of Transportation System Management, Transportation Demand Management, and Intelligent Transportation System programs, as defined in the GPEIR, would be considered mitigation for the project impacts. Site Access, On -Site Circulation, and Parking ■ Three driveways provide access to the proposed site; one right -in, right -out only at Highway 111 and two full access driveways along Simon Drive, one east of the site and one south of the site. ■ All of these access points were found to operate at acceptable conditions during all scenarios. ■ An eastbound right -turn auxiliary deceleration lane is warranted at the Highway 111 access drive, Lrequiring a deceleration length of 248 feet with a 150 foot taper. A deceleration lane has been Kimlep Horn 39 October 2014 I La Quinta Square La Quinta, Traffic Impact Analysis California incorporated as part of the site plan; however, the length of the pocket is slightly shorter than the required distance identified due to adjacent physical constraints. ■ Internal to the site there is a main drive aislethat connects the three access driveways and provides stacking distance for vehicles exiting the site. ■ The parking layouts and drive aisles are aligned to provide circulation through the site and minimize conflicts. ■ The location of the In-N-Out drive through entrance and exit are placed in locations that minimize conflicts with vehicles parking or using other buildings on site. ■ The drive through layout for the In-N-Out building provides distance for stacking approximately 20 vehicles which would accommodate the expected demand the majority ofthetime based on stacking information obtained from other studies. ■ Truck turning movements on -site would need to be verified but it seems that aisle widths and curb layouts would allow truck access. ■ The site plan provides the required number of parking stalls based on the proposed land uses. ■ Overall, the proposed site plan provides good access and circulation that would accommodate the proposed uses. Kim epMorn 40 October 2014 F F L La Quinta Square Traffic Impact Analysis Kim ey»)Horn La Quinta, California Appendix A: Traffic Count Data Sheets ITM Peak Hour Summary Prepared by: �7 S National Data & Surveying Services Washington Stand Hwy III I. La Quinta Peak Hour Summary -, Date: 12/5/2013 Southbound Approach Day: Thursday Lanes 0 cAM 35 ; 3 551 1 2 210 1138 AM 0 m MOON 75 A 702 524 1178 NOOP 3 PY El 910 420 1108 PM 41 1 U a Hwy 111 AM MOON PM 1417 1243- FI114]<A 2 F-D 131 171 1: 3 353 728 772 y • 1 209 331 591 Lams AN NOON PM C—a. — Start End AM 7:00 AM 9:00 AM NOON 11:60 AM 1:00 PM PM - 4:00 PM I 6:00 PM Total Ins & Outs 796 1138 AM 1301 1178 NOON 1407 1 1108 PM AM NOON PM Slgnallzed 4 1 t e AM 798 706 I 869 25 AM NOON 1186 631 103 HOOH pM 1638 482 683 100 py 2 1 L.rss AM NOON PM AM 798All NOON 1186 PM 1638 Project #: 13-6223-001 City: La Quinta AM Peak Hour 715 AM NOON Peak Hour 1145 AM PM Peak Hour 430 PM AM NOON PM Lanes 223 416 314 0 • 676 722 fill 55il 3 • • 38 153 El� 588 H H AM NOON PM Total Volume Per Leg 1934 AM 2479 NboNt -2515 PM AM NOON PM 2025 2433 2588 1525 2648 2298 AM NOON PM AM 1 2398 NOONI 2366 PM 2903 Date: 1215/2013 Day: Thursday A Hwy 111 AM N00N PM ITM Peak Hour Summary Prepared by: r D National Data & Surveying Services Simon Dr and Hwv 111. La Quinta Peak dour Summary Una "1 -1 AM F1U 1 — _,a;._.. F271 . , - 49 AM c E MOON 28 in 37 166 185 Nook -o PM EE 21 138 134 1 PM R 1275 F,11a 1 21 I 97 ,_ 63 Mt 9 666 � . 1206 1194 • 0 33 50 38 wV Lanoo AM NOON PM c Fl1— Start End AM 7.00 AM 9:00 AM NOON 11:00 AM 1:00 PM PM 4:00 PM 1 6:00 PM Total Ins & Outs 40 49 AM 229 185 NOON 1T7 134 PM AM NOON PM AM 67 #213 NOON 179PM 1la Signalized 4 1 t _ r, AM 1 67 35 F -3 1 30 A* NOON 1T9 B3 28 102 NOON PM 138 71 18 62 _ _ O,ft t,;y,;. 0.9 . Lama Project #: 13-6223-002 City: La Quinta AM Peak Hour 800 AM NOON Peak Hour 1200 PM PM Peak Hour 400 PM AM taiiiiiii 19 NOON PM Lame 53 0 , • 785 1166 982 3 • 28 92 79 1 L 725 B 1394` AM N00N PM Total Volume Per Leg 89 AM 414 NOON 311 PM AM NOON PM 1551 2628 2366 1557 792 2508 AM NOON PM AM 135 NOON 392 PM 289 ITM Peak Hour Summary Prepared by: Wa S National Data & Surveying Services La Quinta Center Dr and Hwy 111 , La Quinta W eafc'F1F Summary Date: 12I5/2013 Southbound Approach Day: Thursday Lan" 0:8 u` AN 42 C 0.5 1 15 211101 AN 01 U A � NOON 83 � 72 251 NOON C7 m -J PN 53 31 62 152 PN Hwy 111 41 AM NOON PM 827 1293 Filo]8�= • i 3TF --J 78 r J • 000-� • 3 58B 1185 1245 • i 39 117 80 Llnaa AM MOON PM C--1. Start End AM 7:00 AM 9:00 AM NOON 11:00 AM 1:00 PM PM 4:00 PM 6:00 PM Total Ins & Outs 78 101 AM 199 251 N00 148 I 152 PM AM NOON PM AM 1 140 1 91 NOON 345 1 283 PM 248 211 Signalized AN ,40 30 14 47 W,.. L 345 1 108 � 129 NOON PM 248 95 21 95 PN 0 2 0 Lsnss AM NOON PM Project #: 13-6223-003 City: La Quinta AM Peak Hour 800 AM NOON Peak Hour 1200 PM PM Peak Hour 400 PM AM 50 NOON 127 PM Lshs• 78 0 , • 4111111111111 755 1102 960 3L40 • 86 184 137 1 • 654 1386 • 1402 AM NOON PM Total Volume Per Leg AM NOON PM 1489 2673 2488 179 AM 450 NOON 298 PM 7S"219925T7 AM NOON PM AM 231 NOON 628 PM 459 ITM Peak Hour Summary Nrepa�redy: ■ ir1 S National Data & Surveying Services Adams Stand Hwy 111, La Quinta Peak Hour SuMmary Date: 12/5/2013 Southbound Approach Day: Thursday U ! AM 89 l 245 2 116 496 �y f!J NOON 158 213 246 586 NOON AQ PM 136 228 213 --1 525 PM' Hwy 111 4J I q* Q AM NOON PM —],�= • - - 970 F 436 11,183 • • 2 E 09 2203 • � 0 �-► • 3 435 1209 1154 • t 36 98 156 kDON PM coca whoa. Start End AM 7:00 AM 9:00 AM NOON 1100 AM 100 PM PM 4:00 PM I 6:00 PM Total Ins & Outs AM NOON PM 450 t:::;52 06 AM 617 86 NOON 517 5 PM Signalized Project #: 13-6223-004 City: La Quinta AM Peak Hour 715 AM NOON Peak Hour 1200 PM PM Peak Hour 400 PM AM NOON *14111111 91 170 PM L`e•! 135 1 . • 771 1169 1 957 3- -W— 1U 60 111 119 � Z • ElE • L` E AM NOON PM 1 t e Nf 341 110 319 29 AY NOUN 420 109 207 63 NOON pM F.3 90 187 F- pM $ l Northbound Approach Total Volume Per Leg 9K AM 1203!!! NOON 1102 PM AM NOON PM �6.1112 U50 1211 1527 2950 26" 1502 AM NOON PM AM�5�03321 AM 799 NOON NOON 799 PM PM 824 ITM Peak Hour Summary Prepared by: .D, S National Data & Surveying Services La Quinta Dr and Hwy III , La Quinta Peak _Hour Summary Date: 12/5/2013 Southbound Approach Day: Thursday LamK 04 AY a Q,5 2 17 a 103 AY m c A266 390 Nt10N PM 45 31 231 I F 310 PY 1 Hwy 111 4j AM NOON PY F-1 1314 1087 -2 124 85 3 a 1189 1 1187 1 M* • 1 92 250 169 W* aj r. Alt NOON PM can wNm. Start End AM 7:D0 AM 9:00 AM NOON 11:00 AM 1:00 PM PM 4:00 PM 6:00 PM Total Ins & Outs 66 103 AM 358 390 NOD 307_ 1-. 310 PM AM NOON PM AM 1 224 1 130 NOON 517 1 416 PM 02 1 319 4 224 NOON 517 PY 2 AM NOON PM Signalized t f, F 58 AY 197 � 176 NOON 130 F43� 146 PM 1 1 1 Laws Project#: 13-6223-005 City: La Quinta, AM Peak Hour 800 AM NOON Peak Hour 1200 PM PM Peak Hour 400 PM AN NOON PM Lloos *14M T4 223 182 0 , • 757 1072 912 3 115 224 202 i F-6541 E R AM NOON PN Total Volume Per Leg 169 AM 746_ N 617 PM AM NOON PM 1507 2877 2528 1600 3152 2860 AM NOON PM AM 354 imow 933 PM Tit Date: 12/52013 Day: Thursday A Hwy 111 AM NOON PM ITM Peak Hour Summary Prepared by: N ry' VS National Data & Surveying Services Dune Palms Rd and Hwy 111, La Quinta Peak Hour Summary Southbound Approach Lams +f .�'.. m115 ---.Y-. -- 2 - 303 213 592 �y E m a NOON 76 c 127 142 367 NOOd O PII 75 129 146 343 PM E E Fi—]<= • 2 51 142 123 0 � C�=* . 3 at9 tsar taal • 1 82 ,14 tt4 l•n•• JW' NOON PM c— n — Start End AM 7:00 AM 9:00 AM NOON 110D AM 100 PM PM 4:00 PM 6:00 PM Total Ins & Outs 631 1 592 1 AM 3" 367 NOON 35D 343 PM AM NOON PM •• '• Signalized 4 h t N* AM 1 516 67 363 95 pM NOON 431 109 95 ,F621 q0ON pM 398 104 107 167 P,t AJ& 1 Lwa AM NOON PM AM S16 525 NOON 431 366 PM 398 374 Project #: 13-6223-006 City: La Quinta AM Peak Hour 700 AM NOON Peak Hour 1200 PM PM Peak Hour 400 PM AM 178 NOON 130 PM Lw4s 113 , #11111111 F7531 1357 1109 3 ,3, 190 155 2. 72T H Flu AM NOON Pill Total Volume Per Leg 1223 AM 712 NOON 693 oM ABM NOON PM W I pT 3299 2966 AM ,041 NOON T7 P M �7976 17.9 1 3482 1 3131 Date: 12l5l2013 Day: Thursday A Hwy 111 AM 0601.W PM ITM Peak Hour Summary PPrrepa�red by: ■ DS National Data @ Surveying Services Depot Dr and HwV 111, La Quinta Lunn 0.5 � 49 0.5 �2 1 32 119 AM O a O NOON 142 32 1F 128 446 NOON a Pk1 107 22 99 310 PM 4J 1 Q 1120 R-, F,3-912,�= 77 297 197 J - 566 1035 1213 1 113 475 1 338 c--- start End AM 7:00 AM 9:00 AM NOON 11:00 AM 1:00 PM PM 4:00 PM 6:00 PM Total Ins & Outs 83 119 AM 302 446 NOON 228 310 PM AM NOON PM CONTROL Signalized 4 *1 t 1* 264 87 60 AM NOONF 895 354 F34 ] 194 NOON PM 748 287 154 PM I'S 1 05 Lanos AM NOON PM AM U NOON PM Project#: 13-6223-007 City: La Quinta AM Peak Hour 715 AM NOON Peak Hour 1200 PM PM Peak Hour 400 PM AM L34 NOON 115 PM Lanss 73 , • 984 1234 998 3 149 388 388 2 • 658 1357 • • 1466 AM NOON PM Total Volume Per Leg 202 AM 748 NOON 538 PM AM NOON PM 1875 3537 3140 1825 3094 2925 AM NOON PM AM 419 NOON 1477 PM 1 1229 Date: 12/5/2013 Day: Thursday A Hwy 111 AY N0011 PM ITM Peak Hour Summary Prepared by: N r'" V1 National Data & Surveying Services Jefferson St and Hwy 111 , La Quinta Peak Hour Sur ME Southbound Approach Project #: 13-6223-008 2 city La Quinta N py 228 729 220 1189 c 0 w "WN 342 229 m PN 292 606 279 875 NOON 989 PN AM Peak Hour 715 AM NOON Peak Hour 1200 PM PM Peak Hour 400 PM F-22o] - E F`7,4�= • 2 156 337 332 1111111 • I�C�O� • a ao2 7s9 810 • 1 146 386 424 OV i.•n" All M00N PY —rallom Start End AM 7:00 AM 9:00 AM NOON 11:00 AM 1:00 PM PM 4:00 PM 1:00 PM Total Ins & Outs 1177 1189 AM 1017 875 NOON 1177 989 PM AM NOON PM AM r 965 1 1167 DON 919 867' PM 1121 •tti . � AY N001I. :�ls1A tarM�l 262 145 173 656 957 833 3 �; • Signalized r 90 78 91 3, ; • 682 1058 1171 • AN NOON Pill A. 965 336 771 60 AM NOON F910 I 60 NOON PM 1121 353 F-7 82 pM S 3 / Lan" Northbound Approach Total Volume Per Leg 2368 AM 1992 NOON AM NOON PM 2166 PM 1180 1097 1058 1171 1324 3205 3044 1640 2238 226R NOON PM AM NOON PM AM 2132 NOON 17TT PM 2040 Date: 12/5/2013 Day: Thursday A AN _ _NOON ' FIR 955 2 156 219 270 3 345 520 Fs - El 256 376 Lsnas AN NOON PM c— rti— Start End AM 7:00 AM 9:00 AM NOON 11:00 AM 100 PIT PM 4:00 PM 6:00 PM Total Ins & Outs AM NOON PM ITM Peak Hour Summary Prepared by: N,,;, CV National Data & Surveying Services Washington St and Fred Waring Dr, La Quinta Peak Hour SiAMi0v Lanes 1 3 2 to AM 318 798 140 C C w N0001 F1981 986 203 cc 1256 1468 AM 1387 1363 NOON 1643 1338 PM AM 1 1095 1 1393 NOON 1311 1 1288 1632 1 1233 PM 153 1210 280 41 It 4 Signalized 1-71 486 AM 1363 MOtoN 1338 PM 4 *1 t d* AM 11095 384 960 49 qN NOoN 1314 296 � 49 NOON PY 1632 281 894 63 pM 2 3 1 Lanai AM NOON PM Project #: 13-6223-009 City. La Quinta AM Peak Hour 715 AM NOON Peak Hour 1200 PM PM Peak Hour 430 PM AN NOON PM LOA" 370 201 174 t 4 = 1030 510 521 fill 101 70 0 2 i 1187 AN No._, Total Volume Per Leg AM NOON PM 2742 AM NOON PM 2750 2?81 208 2035 1553 1928 "2001 AM NOON PM AM NOON PM 2602 2870 ITM Peak Hour Summary Prepared by: NDS National Data & Surveying Services Washington St and Miles Ave, La Quinta Peak Hoyr Summary Date: 12/5/2013 Southbound Approach Day: Thursday )—p* 1 c50 3 804 1 173 1384 AM 0 m A t NOCN m36 o1228 o13 215 ON8 1 A 3 PM a 1337 248 1237 PY 1 4 Miles Ave AN NOON PM F-21 E F-k= 2 M 101 173 • D 25 42 LE mV Lanus AM MOON PM cawve — Start End AM 7:00 AM 9:00 AM NOON 11:00 AM 100 PM PM 4:00 PM 6:00 PM Total Ins & Outs 1027 1384 AM 1402 1215 NOON 1628 1::,237 PM AM NOON PM Signalized /11i1 921 r 29 1130 El - AAA .1 L1328 47 1075 78N 1452 _ 23 1106 132 Py Project #: 13-6223-010 City La Ouinla AM Peak Hour 715 AM NOON Peak Hour 1145 AM PM Peak Hour 430 PM AM *0111111 216 NOON 97 PM Lan.. 85 0 , • 263 80 93 2 92 71 2 L 283 E • Y ' E AM NOON PM Total Volume Pear Leg 2391 AM 2617 NOON 2865 PM AM NOON PM 442 349 422 864 552 112 AM 921 AM2143 NOON 1328t:1772 1200 NOON 2528 PM 44521261 PM 2713 Date: 12/52013 Day: Thursday A AM NOON PM F-1 36 1 r 30 1 20 � '_,5 ,0 J 0.5 F-31 a =� od El = F ED mw* Lanes AM NOON PM coca ft,lm Start End AM 7:00 AM 9:00 AM NOON 11:00 AM 1:00 PM PM 4:00 PM 6:00 PM Total Ins & Outs 804 1643 AM 1142 1252 NOO 163.4 12T9 PM AM NOON PM ITM Peak Hour Summary Prepared by: 1.1� S National Data & Surveying Services Washington St and Simon Dr, La Quinta Peak Hour Summary Southbound Approach Lan" 1 3 1 cC Al 11 T80 13 1643 AM L NOON 27 1022 93 m 1252 NOON PN 26 1528 80 1279 I PY Signalized 1 t 9* AM 800 F2 1614 41 AM NOON 1094 F6 1174 61 1 NOON py 1633 1222 39 PM t 3 I L•n•• "AM NOON PM o"1241 PM 1633 1 1264 Project #: 13-6223-011 City: La Quinta AM Peak Hour 715 AM NOON Peak Hour 1145 AM PM Peak Hour 430 PM AM NOON PM Lanu L63 47 0.5 • El 3 � O.8 • 18 71 105 2 • 57 156 120 AM NOON PM Total Volume Per Leg AM NOON PM 40 1 54 1 41 AM NOON PM 2447 AM 2394 NOON 2913 PM S? 293 273 AM NOON PM 2457 2335 2897 U Prepared by NDS/ATD VOLUME r, Highway 111from Mountain Cove Dr to Washington St U Day: Thursday City: La Quinta Date: 12/5/2013 Project #: CA13_6224_001 TOTAL•. NB SB EB WB TOTAL 00:00 25 9 34 12:00 298 280 5711 00:15 27 15 42 12:15 302 296 598 00:30 17 9 26 12:30 311 313 624 0045 9 78 5 38 14 116 12:45 306 1217 263 1152 569 2369 01:00 10 10 20 13:00 302 270 572 01:15 8 9 17 13:15 308 293 601 01:30 18 5 23 13:30 310 264 574 01:45 6 9 _42 6 3 30 12 72 13:45 339 1259 291 1118 630 2377 02:00 12 14:00 300 267 567 02:15 11 2 13 14;15 357 274 631 02:30 4 6 10 14:30 360 287 647 02:45 3 27 4 15 7 42 14:45 369 1386 290 1118 659 2504 03:00 6 5 11 15:00 326 257 583 03:15 8 3 11 15:15 369 279 648 03:30 9 9 18 15:30 402 288 690 03:45 6 29 16 33 22 62 15:45 381 1478 266 1090 647 2568 04:00 5 11 16 16:00 366 268 634 04:15 8 20 28 16:15 335 307 642 04:30 7 39 46 16:30 399 272 671 04:45 7 27 57 127 64 154 16:45 347 1447 259 1106 606 2553 05:00 _ _ 18 54 72 17:00 313 286 599 05:15 18 68 86 17:15 412 279 691 05:30 24 118 142 17:30 302 233 535 05:45 28 88 112 352 140 440 17:45 273 1300 232 1030 2330 06:00 33 81 12,4 18:00 247 195 _505 442 06:15 53 122 175 18:15 232 154 386 06:30 72 177 249 18:30 209 172 381 06:45 107 265 238 618 345 883 18:45 158 846 163 684 3241 1530 07:00 83 229 312 19:00 163 127 290 07:15 134 359 493 19:15 190 117 307 07:30 137 436 573 19:30 148 100 248 07:45 174 528 366 1390 540 1918 19:45 140 641 89 433 229 1074 08:00 166 234 400 20:00 137 98 235 08:15 153 270 423 20:15 137 88 225 08:30 180 305 485 20:30 147 84 231 08:45 190 689 289 1098 479 1787 1 20:45 110 531 76 346 186 877 09:00 179 234 413 21:00 142 64 206 09:15 169 225 394 21:15 1 122 73 195 09:30 199 250 449 21:30 110 42 152 09:45 185 732 229 938 414 1670 21:45 111 485 58 237 169 10:00 199 218 417 22:00 80 43 123 _722 10:15 226 262 488 22:15 66 34 100 10:30 210 259 469 22:30 82 41 123 10:45 225 860 282 1021 507 1881 22,45 _ 55 62 283 38 23 156 93 85 439 11:00 265 286 551 23:00 11:15 274 287 561 23:15 31 22 53 11:30 264 318 582 23:30 34 13 47 11:45 250 1053 330 1221 580 2274 23:45 23 150 19 77 42 227 TOTALS 4418 6881 11299 TOTALS 11023 8547 19570 SPLIT% 39.1% 60.9% 36.6% SPLIT% 56.3% 43.7% 63.4% AM Peak Hour 11:45 07:15 11:45 PM PeakModi 15:15 12:00 15:15 AM Pk Volume 1161 1395 2380 PM Pk Volume 1518 1152 2619 Pk Hr Factor 0.`933 0.800 0.954 Pk Hr Factor 0.944 0.920 0.949 7.9 Volume 1217 2488 3705 4-6 Volume 2747 2136 4983 7 -9 Peak Hour 08:00 07:15 07:15 4 - 6 Peak Hour 16:30 16:1S 16:30 7-9 Pk Volume 684 1395 2006 v..�a.r..e 1471 1124 2S67 Pk Hr Factor 0.907 0.800 0.875 Pk Hr Factor 0.843 0.915 0.929 L I r Prepared by NDS/ATD VOLUME Highway 111 from Washington St to Simon Dr Day: Thursday Date: 12/5/2013 City: La Quinta Project #: CA13_6224_002 PeriodAM NB SB EB WB TOTAL.. NB SB EB WB TOTAL 00:00 21 14 35 12:00 329 300 629 00:15 19 14 33 12:15 327 323 650 00:30 8 5 13 12:30 334 310 644 00:45 13 61 6 39 19 100 12:45 303 1293 308 1241 611 2534 01:00 11 8 19 13:00 320 314 634 01:15 13 13 26 13:15 317 276 593 01:30 16 7 23 13:30 299 246 545 01:45 10 50 9 37 19 87 13:45 337 1273 298 1134 635 2407 02:00 9 6 15 14:00 300 303 603 02:15 7 2 9 14:15 338 296 634 02:30 4 4 8 14:30 361 321 682 02:45 2 22 11 23 13 45 14:45 336 1335 284 1204 620 2539 03:00 3 6 9 15:OD 320 319 639 03:15 7 6 13 15:15 317 266 583 03:30 15 5 20 15:30 378 293 671 03:45 13 38 14 31 27 69 15:45 1 329 1344 259 1137 588 2481 04:00 9 14 23 16:00 314 254 568 04:15 11 18 29 16:15 299 273 572 04:30 15 27 42 16:30 305 253 558 04:4S _ _21_ 17 56 42 44 101 63 157 16:45 314 1232 237 1017 551 2249 05:00 61 17:00 290 251 541 05:15 19 47 66 17:15 346 247 593 05:30 21 76 97 17:30 259 214 473 05:45 1 39 96 51 218 90 314 1 17:45 237 1132 200 912 437 2044 06:00 44 49 93 18:00 198 197 395 06:15 61 83 144 18:15 218 147 365 06:30 82 121 203 18:30 194 179 373 06:45 114 301 181 434 295 735 18:45 170 780 157 680 327 1460 07:00 99 153 152 19:00 156 121 277 07:15 125 233 358 19:15 180 130 310 07:30 149 254 403 19:30 140 101 241 07:45 1 148 521 270 910 418 1431 19:45 125 601 115 467 240 1068 08:00 162 167 329 20:00 124 110 234 08:15 138 209 347 20:15 119 115 234 08:30 189 220 409 20:30 118 110 228 08:45 213 702 206 802 419 1504 20:45 80 441 87 422 167 863 09:00 199 207 406 21:00 96 83. 179 09:15 185 199 384 21:25 94 61 155 09:10. 220 211 431 22:30 74 62 136 09:45 218 822 198 815 416 1637 21:45 84 348 70 276 154 624 10:00 255 214 469 22:00 63 47 110 10:15 213 227 440 22AS 58 35 93 10:30 238 235 473 22:30 55 39 94 10 45 254 960 261 937 515 1897 22:45 39 215 50 171 89 386 11:00 295 276 571 23:00 39 27 66 1L•15 311 290 601 23:15 26 19 45 11:30 283 284 567 23:30 20 25 45 11:45 1 311 1200 285 1135 596 2335 1 23:45 22 107 18 89 1 40 196 4829 5482 10311 TOTALS 10101 8750 18851 J__TOTALS SPLIT°/. 46.8% 53.2% 35.4% SPLIT% 1 53.6% 46.4% AM Peak Hour 11:45 11:45 11:45 PM Peak Hour 14:15 12:15 14:15 AM Pk Volume 1301 1218 2539 PM Pk Volume 1355 1255 2575 Pk Hr Factor 0.974 0.943 0.969 Pk Hr Factor 0.938 0.971 0.944 7 -9 Volume 1223 1712 2935 4 - 6 Volume 2364 1929 4293 7. 9 Peak Hour 08:00 07:15 07:15 4 - 6 Peak Hour 16:30 16:00 16:00 7 - 9 Pk Volume 0 0 702 924 1508 e.r a 1255 1017 2249 Pk Hr Factor 0.13W 0 W, 0.924 0.856 0.902 1 Pk Hu..riFactor 0.907 0.931 0.953 L L Prepared by NDS/ATD VOLUME Highway 111 from Simon Dr to La Quinta Center Dr Day: Thursday Date: 12/5/2013 City: La Quinta Project #: CA13 6224_003 PeriodAM NB SB EB WB TOTALo, NB SB EB WB TOTAL 00:00 20 9 29 12:00 325 314 639 00:15 17 13 30 12:1S 349 323 672 00:30 19 8 27 12:30 363 305 668 00:45 17 17 73 11 19 41 28 114 12:45 352 1389 295 1237 647 2626 01:00 36 13:00 351 266 617 01:15 13 10 23 13:15 350 290 640 01:30 9 7 16 13:30 325 284 609 01:45 7 46 6 42 13 88 13:45 341 1367 308 1148 649 2515 02:00 9 8 17 14:00 353 279 632 02AS 13 6 19 14:15 366 277 643 02:30 12 10 22 14:30 333 294 627 02:45 6 40 5 29 11 69 14:45 381 1433 334 1184 715 2617 03:00 12 4 16 15:00 339 286 625 03:15 11 9 20 15:15 365 286 651 03:30 8 8 16 1S:30 334 292 626 03:45 _ 14 6 45 13 8 34 .27 79 1S:45 349 1387 284 1148 633 2535' 04:00 14 16:00 376 264 640 04:15 6 12 18 16:15 330 287 617 04:30 7 25 32 16:30 316 276 592 04:45 16 23 35 27 30 72 43 107 16:45 320 1342 278 1105 568 2447 05:00 53 17:00 306 255 561 05:15 26 56 82 17:15 377 238 615 05:30 27 73 100 17:30 290 271 561 OS:45 34 110 49 208 83 318 17:45 292 1265 212 976 504 2241 06:00 38 46 84 18:00 262 213 475 06:15 50 68 118 18:15 230 206 436 06:30 73 112 185 18:30 235 167 402 06:45 1 89 250 146 372 235 622 18:45 187 914 198 784 395 1698. 07:00 99 137 236 19:00 181 156 337 07:15 127 213 340 19AS 200 151 351 07:30 162 239 401 19:30 140 126 266 07:45 132 520 268 857 400 1377 19:45 162 683 134 567 296 1250' 08:00 160 180 340 20:00 167 113 280 08:15 176 218 394 20:15 146 115 261 08:30 188 210 398 20:30 1 134 99 233 08:4S 165 689 259 867 424 1556 20:4S 118 565 109 436 227 1001. 09:00 179 197 376 21:00 112 86 198 09:15 182 208 390 21:15 112 74 186 09:30 212 224 436 21:30 100 62 162 09:45 250 823 247 876 497 1699 21:4S 81 405 54 276 135 681 10:00 247 225 472 22:00 102 64 166 10:15 242 236 478 22:15 59 46 105 10:30 269 273 542 22:30 61 40 101 10:45 281 1039 291 1025 572 599 2064 22:45 46 42 268 54 36 204 100 78 472 11:00 303 296 23:00 11:1S 337 274 611 23:15 46 17 63 11:30 336 316 652 23:30 26 11 37 11:45 1 337 1313 328 1214 665 2527 1 23:45 30 144 8 72 1 38 216 TOTALS 4983 S637 10620 TOTALS 11162 9137 20299 SPLIT% 46.9% 53.1% 34.39' SPLIT% 55.0% 45:0% 65.7% AM Peak Hour 1.1:45 11:30 11:45 PM Peak Hour 14:00 12:00 12:00 AM Pk Volume 1374 1281 2644 PM Pk Volume 1433 1237 2626 P k Hr Factor 0•946 0.976 0:984 Pk Hr Factor 0.940 0.957 0.977 7 - 9 Volume 1209 1724 2933 4 - 6 Volume 2607 2681 4686 7 -9 Peak Hour 08:00 07:30 08.00 A - 6 P. ktour 16:00 16:00 16:00 7 - 9 Pk Volume 689 905 1556 1342 1105 2447 Pk Hr Factor 0.916 0.844 0.917 Pk Hr Factor 0.892 0.963 0-956 11 11 Prepared by NDS/ATD VOLUME Highway 111 from La Quinta Center Dr to Adams St Day: Thursday Date: 12/5/2013 City: La Quinta Project #: CA13_6224_004 PeriodAM • TOTAL..TOTAL 00:00 17 9 26 12:00 340 381 721 00:15 11 10 21 12:15 361 364 725 00:30 16 8 24 12:30 439 347 786 00:45 16 60 7 34 23 94 12:45 376 1516 334 1426 710 2942 02:00 17 13 30 13:00 383 321 704 01:15 12 8 20 13AS 371 381 752 01:30 5 8 13 13:30 352 404 756 01:45 5_ 8 3_9_3 7 32 8 71 13AS 404 1510 416 1522 820 3032 02:00 15 14:00 397 384 781 02:15 12 5 17 14:15 443 387 830 02:30 11 10 71 14:30 420 393 813 02:45 4 35 7 29 11 64 14:45 1 445 1705 455 1619 900 3324 03:00 _ 5 8 13 15:00 366 365 731 03:15 8 7 15 15:1S 445 395 840 03:30 6 8 14 15:30 423 371 794 03:45 8 6 27 7 7 30 15 57 15:4S 406 1640 327 1458 733 657 3098 04:00 13 16:00 345 312 04:15 6 13 19 16:15 319 305 624 04:30 5 17 22 16:30 341 275 616 04:45 16 33 18 55 34 88 16:45 365 1370 277 1169 642 2539 05:00 20 25 45 17:00 328 236 564 O5:1S 23 60 83 17:15 356 244 600 05:30 24 70 94 17:30 276 257 533 05:45 20 87 30 185 50 272 17:45 1 272 1232 204 941 476 2173 06:00 35 33 68 18:00 263 204 467 06:15 47 56 103 18:15 208 185 393 06:30 64 91 155 18:30 202 178 380 06:45 72 218 118 298 190 516 28:45 161 834 211 778 372 1612 07:00 85 132 217 29:00 169 156 325 07:15 104 209 313 19:1S 173 153 326 07:30 150 255 405 19:30 136 118 254 07:45 115 454 286 882 401 1336 19:45 1 127 605 130 557 257 1162 08:00 143 219 362 20:00 150 126 276 08:15 157 233 390 20:15 131 92 223 08:30 177 247 424 20:30 110 92 202 08:45 199 676 257 956 456 1632 20:45 108 499 96 406 204 905 09:00 193 283 476 21:00 109 88 197 09:15 181 295 476 21:15 97 68 165 09:30 221 311 532 21:30 82 53 135 09:45 240 835 325 1214 565 2049 21:45 79 367 55 264 134 631 10:00 256 289 545 22:00 76 56 132 10:15 234 317 551 22:15 58 44 102 10:30 324 352 676 22:30 53 44 97 10:45 257 1071 368 1326 625 2397 22:45 41 228 42 186 83 414 11:00 290 311 601 23:00 36 42 78 11:1S 366 292 658 Z3:15 42 9 51 11:30 337 331 668 - 23:30 24 14 38 11:45 371 1364 347 1281 1 7,18 2645 1 23:45 1 28 130 8 73 36 203 TOTALS 4899 6322 1 I= I TOTALS 11636 10399 22035 SPLIT % 43.7% 56.3% 33.7% SPLIT % 52.8% 47.2% 66.3% AM Peak Hour 11AS 1I:45 11:45 PM Peak Hour 14:00 14:00 14:00 AM Pk Volume 1511 1439 2950 PM Pk Volume 1705 1619 3324 Pk Hr Factor 0.860 0.944 0.938 Pk Hr Factor 0.958 0.890 0.923 7 - 9 Volume 1130 1838 2968 4 - 6 Volume 2602 2110 4712 -7 - 9 Peak Hour 08:00 07:30 09.00 4 - 6 Peak Hour 16:30 16:00 16:00 7 - 9 Pk Volume 676 993 1632 v..i�.r.^e 1390 1169 2539 Pk Hr Factor 0.849 0.868 0.895 Pk Hr factor 0.952 0.937 0.966 Prepared by NDS/ATD VOLUME Highway 111 from Adams St to La Quinta Dr Day: Thursday Date: 12/5/2013 City: La Quinta - Project #: CA13 6224_005 TOTALSDAILY r PeriodAM NB SB • • TOTAL..TOTAL 00:00 9 12 21 22:00 388 328 716 00:15 7 8 15 12:1S 352 336 688 00:30 7 4 X 12:30 392 319 711 00:45 7 30 6 30 13 60 12:45 383 1515 318 1301 701 2816 01:00 8 6 14 13:00 322 356 678 01:15 1 7 8 13:15 361 324 685 01:30 10 4 14 13:30 333 312 645 01:45 1 5 24 6 23 11 47 13:4S 380 1396 297 1289 677 2685 02:00 1 3 4 24:00 198 210 408 02:15 4 3 7 14:15 191 192 383 02:30 4 2 6 14:30 192 191 383 02:45 2 11 8 16 10 27 14:45 191 772 177 770 368 1542 03:00 1 2 3 15:00 197 196 393 03:15 2 3 5 1SAS 187 161 348 03:30 9 5 14 15:30 208 174 382 03:45 1 6 18 8 18 14 16 36 15:45 374 966 247 778 621 603 1744 04:00 6 10 16:00 355 248 04:15 6 9 15 16:15 344 316 660 04:30 4 20 2'4 16:30 359 253 612 04:45 9 25 26 65 35 90 16:45 352 1410 266 1083 618 2493 05:00 8 29 37 17:00 344 294 638 05:15 13 28 41 17:15 370 270 640 05:30 10 44 54 17:30 311 276 587 05:45 1 21 52 32 133 53 185 17:45 319 1344 196 1036 515 2380 06:00 23 36 59 19:00 101 187 288 06:15 32 49 81 18:15 113 125 238 06:30 78 107 185 18:30 118 115 233 WAS 88 221 169 361 257 582 18:45 103 435 106 533 209 968 07:00 96 240 236 19:00 101 95 196 07:15 117 200 317 19:15 99 81 180 07:30 146 287 433 19:30 96 71 167 07:45 1 166 525 232 859 398 1384 19:45 1 82 378 73 320 155 698 08:00 123 171 294 20:00 76 65 141 08:1S 157 216 373 20:15 63 50 113 08:30 141 218 359 20:30 70 66 136 08:45 210 631 186 791 396 1422 20:45 52 261 51 232 103 493 09:00 171 188 359 21:00 55 44 99 09:1S 187 187 374 21:15 59 38 97 69:30 226 141 367 22:30 41 34 75 09:45 1 189 773 145 661 334 1434 21:45 1 43 198 39 155 82 353 10:00 162 152 114 22:00 50 21 71 10:15 175 157 332 22:15 31 23 54 10:30 153 185 338 22:30 31 23 54 10:45 191 681 278 772 469 1453 22:45 20 132 20 87 40 219 11:00 294 334 628 23:00 17 14 31 11:15 314 312 626 23:15 15 14 29 11:30 332 315 647 23:30 12 14 26 11:45 1 338 1278 326 1287 664 2565 v 23:45 1 13 57 6 48 1 19 105 TOTALS 4269 5016 9285 TOTALS 8864 7632 16496 SPLIT-% 46.0% 5"% 36.6% SPUT-% 53.7% 46.3% 64.0 r AM Peak Hour '11:45 11:45 11:45 PM Peak Hour 12.00 12:15 12:00 AM Pk Volume 1470 1309 2779 PM Pk Volume 1515 1329 2816 Pk Hr Factor 0.938 0.974 0.970 Pk Hr Factor 0.966 0.933 0.983 7-9 Volume 1156 1650 2B06 4-6 Volume 2754 210 4873 7 - 9 Peak Hour 08.00 07:30 07:30 4. 6 Peak Hour 16:30 16:15 MIS 7 - 9 Pk Volume 631 906 1498 ��a 1425 1129 2528 Pk Hr Factor 0.751 0.789 0.865 Pk Hr Factor 0.963 0.893 0958 H L r I I Prepared by NDS/ATD VOLUME Highway 111 from La Quinta Dr to Dune Palms Rd Day: Thursday Date: 12/5/2013 City: La Quinta Project #: CA13_6224_006 AM Period • TOTAL r Period 00:00 23 11 34 12:00 372 401 773 WAS 17 18 35 12:15 416 384 800 00:30 8 8 16 12:30 419 366 785 00:45 11 59 14 51 25 110 12:45 412 1619 367 1518 779 3137 01:00 10 13 23 13:00 420 363 783 01:15 6 12 18 13:15 422 363 785 01:30 14 4 18 13:30 393 374 767 01:45 _ _ _ 8 9 _ 38 _ 10 4 3.9 18 77 13:45 383 1618 375 1475 758 3093 02:00 13 14:00 346 363 709 02:15 7 7 14 14:15 359 372 731 02:30 2 7 9 14:30 384 381 765 02:45 2 20 3 21 5 41 14:45 372 1461 379 1495 751 2956 03:00 2 7 9 15:00 376 379 755 03:15 4 9 13 15:15 395 328 723 03:30 7 10 17 15:30 396 362 758 03.45 6 5 19 16 10 42 22 61 15:45 453 1620 365 1434 818 3054 04:00 15 16:00 414 298 712 04:15 8 15 23 16AS 361 322 683 04:30 6 24 30 16:30 403 325 723 04:45 12 31 27 76 39 107 1 16:45 363 1541 313 1258 676 2799 05:00 6 35 41 17:00 380 309 689 05:15 16 68 84 17:15 387 291 678 05:30 18 50 68 17:30 346 306 652 05:45 32 27 72 57 61 210 89 282 17:45 1 336 1449 230 1136 566 556 25.85 06 00 88 18:00 285 271 06:15 58 79 137 18:15 284 250 534 06:30 65 101 166 18:30 273 222 495 06:45 93 243 164 405 257 648 18:45 243 1085 247 990 490 2075 07:00 98 141 239 19:00 220 205 425 WAS 112 232 344 19:15 191 208 399 07:30 129 271 400 29:30 165 177 342 07:45 182 521 252 896 434 1417 19:45 159 735 170 760 329 1495 08:00 122 216 338 20:00 143 139 282 08:1S 156 221 377 20:15 136 137 273 08:30 167 224 391 20:30 147 140 287 08:45 1 195 640 260 921 455 1561 20:45 109 535 93 509 202 1044 09:00 198 249 447 21:00 102 84 186 09:15 213 270 483 21:15 121 82 203 09:30 219 295 514 21:30 83 72 155 09:45 252 882 261 1075 513 496 1957 21:45 82 388 60 298 142 686 20:00 221 275 22:00 75 49 124 20:15 270 316 586 22:15 57 47 104 10:30 301 333 634 22:30 60 38 98 10:45 1 348 1140 343 1267 691 2407 22:45 35 227 47 181 82 408 11:00 321 347 668 23:00 36 38 74 11AS 323 357 680 23:15 21 12 33 11:30 353 377 730 23:30 17 17 34 11:45 383 1380 360 1441 743 2821 23:45 25 99 4 71 29 170 TOTALS 5045 6444 11489 TOTALS 12377 11125 23502 SPLIT% 43.9% 56.1% 32.9% SPLIT% 52.7% 47.3% 67.2% AM Peak Hour 11:45 11:30 11:45 PM Peak Hour 12:30 12:00 12:15 AM Pk Volume 1590 1522 3101 PM Pk Volume 1673 1518 3147 Pk Hr Factor 0.949 0.949 0.969 Pk Hr Factor 0.991 0.946 0.993 7 - 9 Volume 1161 1817 2978 4- 6 Volume 2990 2394 5394 7-9 Peak Hour 08:00 07:15 08:00 4-6 Peak Hour 16:00 16:15 16:00 7 - 9 Pk Volume 640 971 1561 v..�e.r.e 1541 1269 2799 Pk Hr Factor 0.821 0.896 0.858 Pk Hr Factor 0.931 0.976 0.961 H Prepared by NDS/ATD VOLUME r, Highway 111 from Dune Palms Rd to Depot Dr IL JI Day: Thursday City: La Quinta Date: 12/5/2013 Project #: CA13_6224_007 PeriodAM NB SB EB WB TOTAL.. NB SB EB WB TOTAL 00:00 37 17 54 12:00 450 450 900 00:15 32 10 42 12:15 427 390 817 00:30 13 6 19 12:30 447 375 822 00:45 16 98 10 43 26 141 12,45 457 1781 437 1652 894 3433 01:00 21 6 27 13:00 427 433 860 01:15 5 7 12 13:15 442 252 694 01:30 27 12 39 13:30 403 226 629 01:45 1 14 67 8 33 22 100 13:45 1 411 1683 228 1139 639 2822 02:00 10 4 14 14:00 403 265 668 02:15 11 4 15 14:15 408 234 642 02:30 8 4 12 14:30 459 243 702 02:45 5 34 9 21 14 55 14:45 501 1771 234 976 735 2747 03:00 3 9 12 15.00 432 230 662 03:15 3 7 10 15:15. 382 279 661 03:30 13 10 23 _ &aio '" 392 278 670 03:45 6 25 14 40 20 65 15:45 414 1620 270 1057 684 2677 04:00 11 13 24 16:00 472 345 817 04:15 13 11 24 16:15 402 359 761 04:30 13 23 36 16:30 445 379 824 04:45 13 50 53 100 66 150 16:45 410 1729 333 1416 743 3145 05:00 8 37 45 17:00 412 331 743 05:15 13 36 49 17:15 397 339 736 05:30 26 59 85 17:30 376 309 685 05:45 46 93 49 181 95 274 17:45 368 1553 276 1255 644 2808 06:00 46 57 103 18:00 291 247 538 06:15 67 74 141 18:15 298 191 489 06:30 82 128 210 18:30 323 194 517 06:45 110 305 236 495 346 800 28:45 261 1173 174 806 435 1979 07:00 122 194 316 19:00 262 141 403 07:15 205 258 463 19:15 243 156 399 07:30 208 305 54.3 19:30 205 124 329 07:45 206 741 285 1042 491 1783 19,45 171 881 109 530 280 1411 08:00 138 208 346 20:00 154 110 264 08:15 173 259 432 20:15 176 101 277 08:30 166 233 396 20:30 178 103 281 08:45 242 719 253 953 495 1672 20:45 168 676 89 403 257 1079. 09:00 226 214 440 21:00 134 59 193 09:15 264 206 470 21:15 141 73 214 09:30 205 176 381 21:30 130 49 179 09:45 277 117-2 195 791 472 1763- 21:45 114 519 55 236 169 755 10:00 264 183 447 22:00 91 38 129 10:15 301 225 526 22:15 82 44 126 10:30 298 335 633 22:30 98 38 136 10:45 338 1201 366 1109 704 2310 22:45 53 324 34 154 87 478 11:00 359 366 725 23:00 53 21 74 11:15 380 404 784 23:15 45 22 67 11:30 401 408 809 23:30 34 17 51 11:45 412 1552 423 1601 835 3153 23:45 1 37 169 15 75 1 52 244 TOTALS 5857 47.7% 6409 52.391 22266 34.291 TOTALS SPLIT% 13979 58.9% 9699 41,1 23578 65.8% SPLIT% AM Peak Hour 11:45 11:15 11:45 PM Peak Hour 14:15 12:00 12:00 AM Pk Volume 1736 1685 3374 PM Pk Volume 1800 1652 3433 Pk Hr Factor - 0.964 0,936 0.937 Pk Hr Factor 0.898 0.918 0.954 7.9Volume 1460 _ 1995 3455 4-6Volume 3292 2671 5953 7- 9'Peak Hour 07:15 07:30 07:15 4 - 6 Peak Hour 16:00 16:00 16:00 7 - 9 Pk Volume 757 1057 1813 V.Jv.r..e 1729 1416 3145 Pk Hr Factor 0.910 0.866 0.884 1 Pk Hr Factor 0.916 0.934 0.954 a r r f Prepared by NDS/ATD VOLUME Highway 111 from Depot Dr to Jefferson St Day: Thursday Date: 12/5/2013 City: La Quinta Project #: CA13_6224_008 DAILY TOTALS NB SB EB WB Total r :r PeriodAM NB SB EB WB TOTAL.. NB SB EB WB TOTAL 00:00 27 14 41 12:00 349 472 821 00:15 19 19 38 12:15 357 401 758 00:30 15 10 25 12:30 403 369 772 00.45 17 78 21 64 38 142 12:45 398 1507 405 1647 803 3154 01:00 28 17 45 13:00 378 383 761 01:15 15 13 28 13:15 385 360 745 01:30 11 9 20 13:30 362 349 711 01:45 19 73 8 47 27 120 13:45 378 1503 334 1426 712 2929 02:00 12 5 17 14:00 353 331 684 02:15 12 7 19 14:15 408 320 728 02:30 7 13 20 14:30 405 352 757 02.45 7 38 9 34 16 72 14:45 406 1572 358 1361 764 2933 03:00 9 8 17 15:00 447 358 805 03:15 6 11 17 15:15 409 346 755 03:30 6 15 21 15:30 390 354 744 03.45 6 27 23 57 29 84 15:45 16:00 366 391 1612 368 348 1426 734 739 3038 04:00 11 14 25 Y 04:15 7 18 25 16:15 325 368 093 04:30 9 28 37 16:30 368 338 706 04:45 7 34 54 114 61 148 16:45 396 1480 361 1415 757 2895 OS:00 15 51 66 17:00 346 361 707 OSAS 22 77 99 17:15 378 351 729 OS:30 33 62 95 17:30 371 307 678 05:45 40 110 79 269 1.19 379 17:45 345 1440 266 1285 611 2725 06:00 _ 40 62 102 18:00 320 314 634 06:15 56 111 167 18:15 308 276 584 06:30 71 136 207 18:30 322 255 577 06:45 1 91 258 156 465 247 723 18:45 285 1235 256 1101 5412336 07:00 117 179 296 19:00 275 201 476 WAS 175 290 46S 19:15 246 185 431 07:30 188 309 497 19:30 251 159 410 07:45 182 662 290 1068 472 1730 19:45 1 235 1007 159 704 394 1711 08:00 124 243 367 20:00 249 121 370 08:15 142 279 421 20:15 212 128 340 08:30 159 246 40S 20:30 226 114 340 08:45 1 170 595 296 1064 466 1659 20:45 192 879 88 451 280 1330 09:00 176 278 454 21:00 155 83 238 09:15 181 287 468 21:15 146 78 224 09:30 192 299 491 21:30 139 53 192 09:45 179 728 329 1193 508 1921 21:45 1 111 551 62 276 173 827 10:00 210 306 516 22:00 115 54 169 10:15 225 362 587 22:15 88 46 134 10:30 259 379 639 22:30 66 39 105 10:45 286 980 388 1435 674 2415 22:45 73 342 45 184 118 526 11:00 280 418 698 23:00 83 30 113 11:15 320 398 718 23:15 62 21 $3 11:30 305 364 669 23:30 51 21 72 11,45 348 1253 438 1618 786 2871 23AS 1 33 229 11 83 44 312 TOTALS 4836 7428 12264 TOTALS 13357 11359 24716 SPLIT % 39.4% 60.6% 33.2% SPLIT % 54.0% 46.0% 66.8% AM Peak Hour 11:45 11:45 11:45 PM Peak Hour 14:30 12:00 12:00 AM Pk Volume 1457 1690 3137 PM Pk Volume 1667 1647 3154 Pk Hr Factor _ _ _ _ 0.904 0,890 0.955 Pk Hr Factor 0.932 0.872 0.960 7.9 Volume 1257 2132 3389 4-6Volume 29;0 2700 5620 7 - 9 Peak Hour 07:15 07:15 07:15 4- 6 Peak Hour 16:45 16:15 16:30 7 - 9 Pk Volume 669 1132 2801 ,,...a 1491 1428 2899 Pk Hr Factor 0.890 0.916 0.906 I Pk Hr Factor 0.941 0.970 0.957 0 Prepared by NDS/A M VOLUME O Washington St from Fred Waring Dr to Miles Ave Day: Thursday City: La Ctuinta Date: 12/5/2013 Project #: CA13_6224_009 DAILY TOTALS NB SB EB WB Total 1 1 27,182 PeriodAM NB SB EB WB TOTAL•. NB SB EB WB TOTAL 00:00 10 15 7 5 12:00 210 271 551 00:15 15 21 36 12:15 258 256 514 00:30 9 12 21 12:30 283 264 547 00:45 12 46 19 67 31 113 12:45 290 1111 250 1041 540 2152 01:00 15 13 28 13:00 270 244 514` 01:15 11 13 24 13:15 284 257 541 01:30 11 16 27 13:30 311 242 553 01:45 7 44 9 51 16 95 23:45 289 1154 254 997 543 2151 02:00 8 12 20 - 14:00 284 276 560 02:15 3 13 16 14:15 288 289 577 02:30 10 4 14 14:30 310 252 562 02:45 1 14 35 10 39 24 74 14:45 1 280 1162 286 1103 566 2265 03:00 8 5 13 1S:00 267 288 555 03:15 13 8 21 15:15 246 331 577 03:30 14 10 24 15:30 256 330 586 03:45 12 14 47 11 6 34 _ 23 81 15:45 248 1017 287 1236 535 2253 04:00 20 16:00 245 266 511 04:15 17 14 31 16:15 219 286 505 04:30 22 17 39 16:30 238 291 529 04:45 37 90 31 68 68 158 16:45 1 194 896 267 1110 461 2006 05:00 48 28 76 17:00 200 299 499 05:15 40 40 80 17:15 200 322 522 05:30 58 35 93 17:30 197 300 497 05:45 75 221 42 145 117 136 366 17:45 196 793 246 1167 442 1960 06:00 63 73 18:00 —17 7 225 402 06:15 74 60 134 18:15 157 183 340 06:30 107 88 195 18:30 141 167 k8 06:45 159 403 163 384 322 787 18:45 97 572 163 738 260 1310 07:00 176 142 318 19:00 97 148 245 07:15 263 198 461 19:15 109 143 252 07:30 242 175 417 19:30 92 126 218 07:45 268 949 218 733 486 1682 19:45 83 381 135 552 218 933 08:00 166 190 356 J 20:00 73 121 194 08:15 224 210 434 20:15 101 127 228 08:30 194 192 386 20:30 75 99 174, 08:45 220 804 216 808 436 1612 20:45 77 326 101 448 179 774 09:00 187 200 387 21:00 85 82 167 09:15 182 212 394 21:15 64 79 143 09:30 223 215 438 21:30 53 70 123 09:45 206 798 235 862 441 348 1660 21:45 51 253 68 299 119 552 10:00 164 184 22:00 46 57 103 10:15 196 216 412 22:15 32 47 79 10:30 238 191 429 22:30 42 38 80 10:45 234 832 245 836479 1668 22:45 43 22 163 44 31 186 87 53 3.4_9__ 11:00 232 213 445 23:00 11:15 272 241 513 23:15 21 45 66 11:30 252 228 480 23:30 24 20 44 11:45 247 1003 280 962 1 527 1965 1 23:45 18 85 35 131 53 216 TOTALS 5272 4989 10?61 TOTALS 7913 9008 16921 SPLIT % 51.4% 48.6% 37.7% SPLIT % 46.8% 53.2% 62.3% DAILY TOTALS NB SB EB WB Total 27,182 AM Peak Hour 11:45 11:45 11:45 PM Peak Hour 13:30 15:00 14:45 AM Pk Volume 1069 1071 Z139 PM Pk Volume 1172 1236 2284 Pk Hr Factor 0.943 0.956 0.971 Pk Hr Factor 0.942 0.934 0.974 7 - 9 Volume 1753 1541 3294 4- 6 Volume 1689 2277 3966 7. 9 Peak Hour 07:00 07:45 07:15 4- 6 Peak Hour 18.00 16:1.5 16:30 7 - 9 Pk Volume 949 810 1720 v..iv... a 896 1188 2011 Pk Hr Factor 0.885 0.929 0.985 Pk Hr Factor 0.914 0.922 0.950 H n I I Prepared by NDS/ATD VOLUME Washington St from Miles Ave to Highway 111 Day: Thursday Date: 12/5/2013 City: La Quinta Project#: CA13_6224_010 DAILY TOTALS NB SB EB wo Total 1 1 32,480 PeriodAM NB SB EB WB TOTAL.. NB SB EB WB TOTAL 00:00f13 19 37 22:00 327 330 657 00:15. 20 44 12:15 273 305 578 00:30 13 28 12:30 291 326 617 00:4S 73 17 69 33 142 12:4S 340 1231 284 1245 624 2476 01:00 12 29 13:00 300 300 600 01:15 17 28 13:15 309 284 593 01:30 16 28 23:30 346 284 630 01:45 54 13 58 27 112 23:45 320 1275 277 1145 597 2420 02:00 12 24 24:00 323 279 602 02:15 7 11 14:15 320 328 648 02:30 6 15 14:30 338 244 582 02:45 38 6 31 19 69 14:4S 310 1291 303 1154 613 2445 03:00 12 5 17 15:00 330 332 662 03:1S 15 8 23 1S:15 314 381 695 03:30 17 9 26 25:30 336 403 739 03:45 1 13 12 57 12 6 34 25 18 91 1545 331 1311 388 1504 719 685 281.5_ 04:00 16:00 335 350 04:15 19 14 33 16:15 303 346 649 04:30 26 16 42 16:30 319 315 634 04:45 39 96 31 67 70 163 16:45 303 1260 344 1355 647 2615 05:00 52 25 77 17:00 279 379 658 OS:15 54 35 89 17:15 290 378 668 05:30 71 35 106 17:30 264 357 621 05.45 92 269 39 134 131 403 17:45 261 1094 301 1415 562 2509 06:00 82 58 140 18:00 239 276 515 06:15 98 64 162 18:15 208 261 469 06:30 129 98 227 18:30 196 192 388 06:45 199 S08 160 380 359 888 18:45 163 806 174 903 337 1709 07:00 239 142 381 19:00 161 167 328 07:1S 346 182 528 19:15 161 165 326 07:30 280 199 479 19:30 152 118 270 07:45 321 1186 229 752 550 1938 19:45 134 608 154 604 288 1212 08:00 226 208 434 20:00 112 112 224 08:15 283 241 524 20:15 153 154 307 08:30 277 211 488 20:30 113 106 219 08:45 1 287 1073 259 919 546 1992 1 20:45 107 485 123 495 230 980 09:00 251 217 468 21:00 115 82 197 09:15 244 251 495 21:15 106 91 197 09:30 261 241 502 21:30 79 71 150 09:45 229 985 238 947 467 1932 21:45 86 386 67 311 153 697 10:00 205 203 408 22:00 66 59 125 10:25 242 225 467 22:15 53 41 94 10:30 265 240 505 22:30 69 37 106 10:45 1 271 983 294 962 565 1945 22:45 61 249 49 186 110 435 11:00 265 246 i 511 23:00 36 29 65 11:15 298 307 605 23:15 27 47 74 11:30 263 268 531 23:30 30 21 51 11:45 269 1095 325 1146 594 2241 23:45 1 27 120 34 131 1 61 251 TOTALS 6417 5499 11916 TOTALS 10116 10448 20564 SPLIT % 53.9% 46.1% 36.7% SPLIT % 49.2% 50.8% 63.3% AM Peak Hour 07:00 11:45 11:45 PM Peak Hour 15:15 15:15 ISA-S AM Pk Volume 1186 1286 2446 PM Pk Volume 1316 1522 2838 Pk Hr Factor 0.857 0.974 0.931 Pk Hr Factor 0.979 0.944 0.960 7 - 9 Volume 2259 1671 3930 4 - 6 Volume 2354 2770 5124 7 - 9 Peak Hour 07:00 08:00 07:45 4 - 6 Peak Hour 16:00 16:45 16:00 7 - 9 Pk Volume 1186 919 1996 i�.r v,.Pk 1260 1458 2615 Pk Hr Factor 0.857 0.887 0.907 Hr Factor 0.940 0.962 0.954 Prepared by NDS/AiD VOLUME Washington St from Highway 111 to Simon Dr Day: Thursday Date: 12/5/2013 City: La Quinta Project #: CA13_6224_011 DAILY • •17,745 17,128 1 1 PeriodAM NB SB EB WB TOTAL•d NB SB ES WEI TOTAL 00:00 11 31 47 12:00 284 272 556 00:15 21 36 57 12:15 266 299 565 00:30 10 22 32 12:30 300 298 598 00:45 20 62 22 111 42 173 12:45 293 1143 301 1170 594 2313 01:00 13 18 31 13:00 269 286 555 01:15 9 28 37 13:15 285 273 558 01:30 8 19 27 13:30 305 295 600 01:45 6 36 13 78 19 114 13:45 1 285 1144 324 1178 609 2322 02:00 9 12 21 14:00 286 316 602 02:15 2 12 14 14:15 301 329 630 02:30 10 8 18 14:30 304 341 645 02:4S 9 30 9 41 18 71 14:45 311 1202 356 1342 667 2544 03:00 9 7 16 15:00 306 366 672 03:15 13 8 21 15:15 314 411 725 03:30 22 5 27 1S:30 331 406 737 03:45 21 20 65 8 7 28 _ 29 27 93 1S:45 328 1279 405 1588 733 685 2867 04:00 16:00 311 374 04:15 25 9 34 HAS 330 389 719 04:30 55 11 66 16:30 318 431 749 04:45 66 166 19 46 85 242 16:45 321 289 1280 357 390 1551 _ 619 679 2831 05:00 73 24 97 17:00 05:15 88 36 124 17:15 339 428 767 05:30 130 29 159 17:30 299 434 733 05:45 1 149 440 27 116 176 181 556 17:45 263 1190 369 1621 632 2811 06:00 132 49 18:00 236 318 554 06:15 166 SS 221 18:15 194 284 479 06:30 234 73 307 18:30 175 228 403 06:45 264 796 156 333 420 1129 18:45 149 754 230 1060 379 1814 07:00 348 144 492 19:00 151 176 327 07:15 452 176 628 19:15 128 219 347 07:30 502 194 696 19:30 106 155 261 07:45 1 387 1689 213 727 600 2416 19:45 1 88 473 210 760 298 1233 08:00 311 228 539 20:00 85 164 249 08:15 361 221 582 20:15 99 197 296 08:30 407 191 598 20:30 74 162 236 08:45 377 1456 266 906 -643 2362 20:45 78 336 164 687 242 1023 09:00 320 192 512 21:00 96 167 263 09:15 295 201 496 21:15 102 138 240 09:30 316 191 507 21:30 63 151 214 09:45 265 1196 198 782 463 1978 21:45 60 321 123 579 183 900 10:00 262 183 445 22:00 53 104 157 10:15 259 213 472 22:15 48 82 130 10:30 311 220 531 22:30 54 87 141 30:45 277 1109 239 855 516 1964 22:45 46 201 79 352 125 553 11:00 299 219 518 23:00 37 53 90 11:15 296 264 560 23:15 24 55 79 11:30 324 253 577 23:30 23 44 67 11:45 350 1269 286 1022 636 2291 1 23:45 24 108 43 195 67 303 TOTALS 8314 5045 13359 1 TOTALS 9431 12083 u514 SPLIT% 62.2% 37.8% 38.3% SPLIT% 43.8% 56.2% 61.7 AM Peak Hour 07:00 11AS 07:15 PM Peak Hour :5:30 17:;x1 15:45 AM Pk Volume 1689 115S 2463 PM Pk Volume 1300 16.1 7986 Pk Hr Factor 0,841 0.966 0.885 Pk Hr Factor 0.982 0.934 0.963 7 - 9 Volume 3145 1633 4778 4 - 6 Volume 2470 3172 5642 7.9 Peak Hour 07:00 08:00 07:1S 4 - 6 Peak Hour 16:00 17:00 16:30 7-9 Pk Volume 1689 906 2463 v..�'.r..e 1280 1621 2873 Pk Hr Factor 0.841 0.852 0.8a5 Pk Hr Factor 0.97D 0.934 0.936 H u in E 11 L r r r I Prepared by NDS/ATD VOLUME Washington St from Simon Dr to 47th Ave Day: Thursday Date: 12/5/2013 City: La Quinta Project #: CA13_6224_012 otal ,. ,, :r . . . AM Period,366 ..TOTAL 00:00 13 30 43 12:00 278 257 535 00:15 23 32 55 12:15 268 285 S53 00:30 8 24 32 12:30 291 258 549 00:45 10 54 19 105 29 159 12:45 296 1133 274 1074 570 2207 01:00 11 16 27 13:00 314 266 590 01:15 10 21 31 13:15 330 261 591 01:30 12 16 28 13:30 305 276 581 01:45 1 3 __ 9 36 14 10 67 17 103 13:45 290 1239 307 1110 597 __ 593 2349 02:00 19 14:00 308 285 02:15 9 12 21 14:15 299 317 616 02:30 7 8 15 14:30 300 309 609 02:45 5 6 30 7 7 37 _ 12 13 _ 67 14:45 354 1261 341 1252 695 2513 03:00 15:00 315 358 673 03:15 6 8 14 15:15 290 387 677 03:30 25 3 28 15:30 310 414 724 03:45 1 15 52 8 26 23 78 15:45 1 310 1225 413 1572 723 2797 04:00 17 4 21 16:00 285 350 635 04:15 23 9 32 16:15 296 363 659 04:30 56 9 65 16:30 305 406 711 04:45 62 158 18 40 8_0 198 16:45 310 1196 343 1462 653 2658 05:00 71 21 _ 92 17:00 289 397 686 05:15 90 32 122 17:15 314 409 723 05:30 129 28 157 17:30 282 427 709 05:45 1 140 430 28 109 168 539 17:45 1 283 1168 346 1579 629 2747 06:00 113 48 161 28:00 227 301 528 06:15 182 52 234 18:15 192 260 452 06:30 223 67 290 18:30 162 217 379 06:45 286 804 147 314 433 1118 18:45 185 766 221 999 406 1765 07:00 341 145 486 19:00 130 169 299 07:15 472 175 647 19:15 170 212 382 07:30 484 184 668 19:30 122 154 276 07:45 1 416 1713 218 722 634 2435 19:45 141 563 202 737 343 1300 08:00 340 213 553 20:00 116 167 283 08:15 390 230 620 20:15 140 193 333 08:30 400 172 572 20:30 114 160 274 08:45 382 1512 275 890 657 2402 20:45 101 471 157 677 258 1148 09:00 277 177 454 21:00 87 163 250 09:15 307 196 503 21:15 90 131 224 09:30 309 180 489 21:30 67 131 198 09:45 329 1222 185 738 514 442 1960 21:45 51 295 126 551 177 846 10:00 271 171 22:00 57 109 166 10:15 290 202 492 22:15 52 77 129 10:30 300 199 499 22:30 46 84 130 10:45 306 1167 231 803 537 1970 22:45 1 38 193 69 339 107 532 11:00 294 198 492 23:00 28 58 86 11:15 307 257 564 23:15 14 50 64 11:30 340 242 582 23:30 25 43 68 11:45 312 1253 248 945 560 2198 23:45 16 83 43 194 59 277 TOTALS 8431 4796 13227 TOTALS 9593 11546 21139 SPLIT % 63.7% 36.3% 38.5% SPLIT % 45.4% 54.6% AM Peak Hour 07:00 11:45 07:15 PM Peak Hour 14:45 17:00 15:00 L AM Pk Volume 1713 1048 2502 PM Pk Volume 1269 1579 2797 Pk Hr Factor 0.885 0.919 0.936 Pk Hr Factor 0.896 0.924 0.966 7 - 9 Volume 3225 1612 4937 4 - 6 Volume 2364 3041 5405 7 - 9 Peak Hour 07:00 08:00 07:15 4 - 6 Peak Hour 16:30 17:00 16:30 7-9 Pk Volume 1713 890 2502 , orw 1218 1579 2773 Pk Hr Factor _ 0.985 0.809 0.936 1 Pk Hr Factor 0.970 0.924 0.959 r I L L L L La Quinta Square Traffic Impact Analysis Kim ey>Morn La Quinta, California Appendix B: Analysis Worksheets for Existing (2013) Conditions Detailed Report Page 1 of 2 HCS+" DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timinq triput EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 2 2 3 1 3 3 1 3 3 0 Lane GroupL T R L T R L T R L TR Volume, V v h 46 353 209 38 676 223 706 869 25 210 551 35 % HeavyVehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.82 0.82 0.82 0.95 0.95 0.95 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-upLost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, I 1.000 F77 .0 00 .000 .000 .000 1.000 .000 .000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 Parking I Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.9 47.5 43.2 50.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= 24.0 G= 0.0 G= 0.0 1Y= G= 2 6. 0 G= 25.0 G= 0.0 G= 0.0 Y= 4 IY= 4 Y= 0 0 Y= 4 Y= 4 IY= 0 Y= 0 Duration of Analysis, T = 0.25 Cycle Len th, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH I RT LT TH RT LT TH RT LT TH Adjusted Flow Rate, v 53 410 243 44 786 259 861 1060 30 221 617 Lane Group Capacity, c 301 1186 655 301 1186 380 1220 1235 386 1220 1224 v/c Ratio, X 0.18 0.35 0.37 0.15 0.66 0.68 0.71 0.86 0.08 0.18 0.50 Total Green Ratio, g/C 0.09 0.24 0.24 0.09 0.24 0.24 0.26 0.25 0.25 0.26 0.25 Uniform Delay, d, 42.1 31.5 31.7 42.0 34.3 34.5 33.5 35.8 28.7 28.7 32.2 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.24 0.25 0.27 0.39 0.11 0.11 0.11 Incremental Delay, d2 0.3 0.2 10.4 0.2 1.4 4.9 1.9 6.3 0.1 0.1 0.3 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kB4.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 10.0 0.0 10.0 Control Delay 42.4 31.7 32.1 42.2 35.7 39.5 35.4 42.1 28.8 28.8 32.5 Lane Group LOS D C C D D D D D C C C Approach Delay 32.6 36.9 38.9 31.5 Approach LOS C D D C Intersection Delay 36.1 Xc = 0.69 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Generated: 1/8/2014 6:58 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kB4.tliip 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina In ut EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume, V v h 111 772 591 137 555 314 482 683 100 420 910 77 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.87 0.87 0.87 0.96 0.96 0.96 0.94 0.94 0.94 0.93 0.93 0.93 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, I 1.000 .000 .000 .000 .000 .000 1.000 .000 .000 0.000 .000 11 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 38.9 47.5 43.2 50.3 PhasinQ Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 36.0 G= 0.0 G= 0.0 G= 15.0 G= 25.0 G= 0.0 G= 0.0 1Y= ly= Y= 4 IY= 4 Y= 0 Y= 0 IY= 4 Y= 4 0 0 Duration of Analysis, T = 0.25 C cle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 128 887 679 143 578 327 513 727 106 452 1061 Lane Group Capacity, c 268 1779 982 268 1779 570 704 1235 386 704 1221 v/c Ratio, X 0.48 0.50 0.69 0.53 0.32 0.57 0.73 0.59 0.27 0.64 0.87 Total Green Ratio, g/C 0.08 0.36 0.36 .08 0.36 0.36 0.15 0.25 a25 0.15 0.25 Uniform Delay, d, 44.0 25.0 27.3 [44.2 23.2 25.8 4a6 33.0 30.2 40.0 35.9 Progression Factor, PF 1.000 1.000 1.000 .000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.26 0.14 0.11 0.17 0.29 a 18 0.11 0.22 0.40 Incremental Delay, d2 1.3 0.2 2.1 2.1 0.1 1.4 3.8 0.7 0.4 2.0 7.0 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kF7B6.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 45.3 25.2 29.4 46.3 23.3 27.2 44.4 33.7 30.6 42.0 42.9 Lane Group LOS D C C D C C D C C D D Approach Delay 28.4 27.7 37.5 42.6 Approach LOS C C D D Intersection Delay 34.3 Xc = 0.74 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 6:17 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kF7B6.tmp 1 /8/2014 Detailed Report Page 1 of 2 HCS+T" DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timinq Input EB WB NB SB LT TH RT LT I TH RT I LT TH RT LT TH RT Number of Lanes, Ni 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR LTR DefL TR Volume, V v h 27 666 33 28 785 19 35 3 30 29 6 5 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.84 0.84 0.84 0.89 10.89 0.89 0.81 0.81 10.81 0.77 0.77 0.77 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 Unit Extension, LIE 3. 33.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 1 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 24.6 24.6 38.9 38.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 9.0 G= 27.0 G= 0.0 G= 0.0 G= 12.0 G= 0.0 G= 0.0 G= 0.0 1Y= Y= 4 Y= 4 Y= 0 Y= 0 IY= 4 Y= 0 0 j1Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 60.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 32 832 31 903 84 38 14 Lane Group Capacity, c 258 2208 258 2215 541 254 339 v/c Ratio, X 0.12 0.38 0.12 0.41 0.16 0.15 0.04 Total Green Ratio, g/C 0.15 0.45 0.15 0.45 0.20 0.20 0.20 Uniform Delay, di 22.1 10.9 22.1 11.1 19.8 19.8 19.4 Progression Factor, PF 1.000 1.000 1 000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d2 0.2 0.1 0.2 0.1 0.1 0.3 0.1 file:///C:/Users/emily.foster/AppData/LocaUTemp/s2kAB.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 22.3 11.0 22.3 11.2 19.9 20.1 19.4 Lane Group LOS C B C I B B C I B Approach Delay 11.5 11.6 19.9 19.9 Approach LOS B B B B Intersection Delay 12.1 Xc = 0.29 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version5.4 Generated: 1/8/2014 9:03AM file:///C:/Users/emily.foster/AppData/LocaUTemp/s2kAB.tmp 1 /8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timinq In ut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, Ni 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR DefL TR DefL TR Volume, V v h 63 1194 38 79 982 53 71 18 62 138 21 18 % Heavy Vehicles, %HV 2 1 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.98 0.98 0.98 10.90 0.90 0.90 0.86 10.86 0.86 0.89 0.89 0.89 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, I 1.000 .000 = 1.000 1.000 1.000 .000 1.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12. 112.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 24.6 24.6 38.9 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 8.0 G= 25.0 G= 0.0 G= 0.0 1Y= IY= G= 20.0 G= 0.0 G= 0.0 G= 0.0 Y= 4 Y= 4 Y= 0 0 4 Y= 0 Y= 0 11Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 65.0 Lane Group Capacity, ontrot Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 64 1257 88 1150 83 93 155 44 Lane Group Capacity, c 212 1892 212 1886 418 493 389 520 v/c Ratio, X 0.30 0.66 0.42 0.61 0.20 0.19 0.40 0.08 Total Green Ratio, g/C 0.12 0.38 0.12 0.38 0.31 0.31 0.31 0.31 Uniform Delay, di 26.0 16.5 26.3 16.1 16.6 16.5 17.8 16.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.24 0.11 0.20 0.11 0.11 0.11 0.11 Incremental Delay, d2 0.8 0.9 1.3 0.6 0.2 0.2 0.7 0.1 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kE718.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 26.8 17.4 27.7 16.7 16.8 16.7 18.4 16.1 Lane Group LOS C B C I B B B B B Approach Delay 17.9 17.4 16.8 17.9 Approach LOS B B B B Intersection Delay 17.6 X = 0.53 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved L HCS+TM Version 5.4 Generated: 1/8/2014 9:04 AM U H III U c J I file:///C:/Users/emily.foster/AppData/Local/Temp/s2kE718.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+" DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Existing Conditions Volume and Timina In ut EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, Ni 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume, V v h 37 586 39 86 755 50 30 14 47 21 15 42 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.60 0.60 0.60 0.61 0.61 0.61 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 Unit Extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, I 1.000 .000 .000 1.000 T 555 1 1.000,1 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 1 12.0 1 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 18.9 18.9 38.9 38.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 1 07 1 08 Timing G= 14.0 G= 20.0 IY= G= 0.0 G= 0.0 1Y= IY= G= 14.0 G= 0.0 G= 0.0 G= 0.0 Y= 4 4 Y= 0 0 4 Y= 0 IY= 0 IIY= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted Flow Rate, v 42 658 44 98 915 151 34 94 Lane Group Capacity, c 402 1647 514 402 1631 632 278 377 v/c Ratio, X 0.10 0.40 0.09 0.24 0.56 0.24 a 12 0.25 Total Green Ratio, g/C 0.23 0.33 a33 0.23 0.33 0.23 0.23 110.23 Uniform Delay, di 18.1 15.4 13.7 18.7 16.4 18.7 18.2 18.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.16 0.11 0.11 0.11 Incremental Delay, d2 0.1 0.2 0.1 0.3 0.4 0.2 0.2 0.3 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kCCFD.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 10.0 0.0 10.0 0.0 1 0.0 0.0 Control Delay 18.2 15.5 13.8 19.0 16.8 18.9 18.3 19.1 Lane Group LOS B B B B I B B B I B Approach Delay 15.6 17.1 18.9 18.9 Approach LOS B B B B Intersection Delay 16.8 Xc = 0.38 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:13 AM file:///C:[Users/emily.foster/AppData/Local/Temp/s2kCCFD.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+'N DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume, V v h 53 1245 80 137 960 78 95 21 95 62 31 53 % Heavy Vehicles, %HV 2 2 2 1 2 2 2 2 2 1 2 2 2 2 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.89 0.89 0.89 0.88 0.88 0.88 0.74 110.74 0.74 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filterin /Meterin , I 1.000 .0 00 .000 1.000 1.000 1.000 q3J 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 18.9 18.9 38.9 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 14.0 G= 20.0 IY= G= 0.0 G= 0.0 1Y= G= 14.0 G= 0.0 G= 0.0 G= 0.0 1Y= Y= 4 4 Y= 0 0 IY= 4 Y= 0 0 Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH I RT LT I TH RT LT TH I RT LT TH RT Adjusted Flow Rate, v 56 1311 84 154 1167 240 84 114 Lane Group Capacity, c 402 1647 514 402 1628 591 255 383 v/c Ratio, X 0.14 0.80 0.16 0.38 0.72 0.41 0.33 0.30 Total Green Ratio, g/C 0.23 0.33 0.33 0.23 0.33 0.23 0.23 0.23 Uniform Delay, di 18.2 18.1 14.1 19.4 17.5 19.5 19.1 18.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 Delay Calibration, k 0.11 0.34 0.11 0.11 0.28 0.11 0.11 0.11 Incremental Delay, d2 0.2 2.8 0.2 0.6 1.5 0.5 0.8 0.4 file:///C:/Users/emily.foster/AppData/LocaUTemp/s2k4F59.tnip 1 /8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 18.4 21.0 14.3 20.0 19.1 19.9 19.9 19.4 Lane Group LOS B C B B B B 8 I B Approach Delay 20.5 19.2 19.9 19.6 Approach LOS C B B B Intersection Delay 19.8 Xc = 0.56 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:13 AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k4F59.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 4 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timinq In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, N1 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume, V v h 203 1154 156 119 957 135 90 187 44 213 228 136 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.88 0.88 0.88 0.89 0.89 0.89 0.90 0.90 0.90 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 23 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0-T 0 0 Min. Time for Pedestrians, Gp 36.1 33.2 46.1 46.1 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 9.0 G= 29.0 G= 0.0 G= 0.0 G= 10.0 G= 12.0 G= 0.0 G= 0.0 Timing Y= 4 IY= 4 Y= 0 Y= 0 IY= 4 Y= 4 Y= 0 IIY= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 76.0 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT I TH RT LT TH RT LT I TH RT Adjusted Flow Rate, v 221 1254 170 135 1088 153 101 210 49 237 253 126 Lane Group Capacity, c 396 1885 588 396 1885 588 440 545 243 440 545 243 v/c Ratio, X 0.56 0.67 0.29 0.34 0.58 0.26 0.23 0.39 0.20 0.54 0.46 0.52 Total Green Ratio, g/C 0.12 0.3.38 0.12 0.38 0.38 0.13 0.16 0.16 0.13 0.16 0.16 Uniform Delay, di 31.6 119.5q6.3 30.8 18.6 16.1 29.6 28.7 27.8 30.8 29.1 29.4 Progression Factor, ,F 1.000 1.000 V 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.16 10.24 10.11 10.11 10.17 10.11 10.11 10.11 10.11 10.14 10.11 10.12 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k2AE4.tmp 1/8/2014 Detailed Report Page 2 of 2 H Delay Calibration, k Incremental Delay, d2 1.8 0.9 0.3 0.5 0.4 0.2 0.3 0.5 0.4 1.3 0.6 2.0 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 33.4 20.4 16.6 31.3 19.1 16.4 29.8 29.1 28.2 32.2 29.7 31.3 Lane Group LOS C C B C B B C C C C C C Approach Delay 21.7 20.0 29.2 31.0 Approach LOS C B C C Intersection Delay 23.2 X = 0.60 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 3:02 PM file:///C:/Users/emily. foster/AppData/Local/Temp/s2k2AE4.tiiip 1 /8/2014 j` Detailed Report Page 1 of 2 r F r HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 4 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, N1 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume, V v h 86 435 36 60 771 91 110 319 29 116 245 89 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 1 2 2 2 Peak -Hour Factor, PHF a94 0.94 0.94 0.85 0.85 a85 0.60 0.60 0.60 10.77 0.77 0.77 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 15 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 36.1 33.2 46.1 46.1 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 IY= IY= G= 20.0 G= 0.0 G= 0.0 G= 8.0 G= 13.0 G= 0.0 G= 0.0 1Y= 4 4 Y= 0 IY= 0 IY= 4 Y= 4 Y= 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 65.0 Lane Group Ca acit , Control Dela , and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH I RT Adjusted Flow Rate, v 91 463 38 71 907 107 183 532 48 151 318 96 Lane Group Capacity, c 412 1520 10.30 474 412 1520 474 412 691 308 412 691 308 v/c Ratio, X 0.22 0.08 0.17 0.60 0.23 0.44 0.77 0.16 0.37 0.46 0.31 Total Green Ratio, g/C 0.12 0.31 0.31 0.12 0.31 0.31 0.12 0.20 0.20 0.12 0.20 0.20 Uniform Delay, di 25.7 117.2 16.0 25.5 19.1 16.7 26.4 24.6 21.5 26.2 22.9 22.2 Progression Factor, PF 1.000 1.000 V 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.11 0.11 0.11 0.11 0.19 0.11 0.11 0.32 0.11 0.11 0.11 0.11 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k4B72.tmp 1/8/2014 Detailed Report Page 2 of 2 11 Delay Calibration, k Incremental Delay, d2 0.3 0.1 0.1 0.2 0.6 0.2 0.8 5.3 1 0.2 0.6 0.5 0.6 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 26.0 17.3 16.0 25.7 19.7 17.0 27.2 29.9 21.7 26.7 23.4 22.8 Lane Group LOS C B B C B B C C C C C C Approach Delay 18.6 19.8 28.7 24.2 Approach LOS B B C C Intersection Delay 22.7 X� = 0.56 Intersection LOS C copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 3:03 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k4B72.tmp 1 /8/2014 Detailed Report Page 1 of 2 HCS+T" DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume, V v h 85 1187 169 202 912 182 130 43 146 231 31 45 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.93 10.93 0.93 0.90 0.90 0.90 0.85 10.85 0.85 0.80 0.80 0.80 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, I 1.000 . 000 .0 00 .000 F000 1 1.000 k.000 .000 11.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 24.6 23.2 40.3 40.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 IY= G= 19.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 9.0 G= 0.0 G= 0.0 1Y= Y=4 4 Y=0 0 IY=4 Y=4 0 Y=0 Duration of Analysis, T = 0.25 Cycle Length, C = 60.0 Lane Group Capacity, ontrol DO , and LOS Determination EB WB NB SIB LT TH I RT LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 91 1276 182 224 1215 153 51 172 289 95 Lane Group Capacity, c 446 1565 488 446 1525 230 272 231 446 248 v/c Ratio, X a20 0.82 0.37 0.50 0.80 0.67 0.19 0.74 0.65 0.38 Total Green Ratio, g/C 0.13 0.32 0.32 0.13 0.32 0.13 0.15 a 15 0.13 0.15 Uniform Delay, di 23.2 18.9 15.9 24.2 18.7 24.7 2.3 24.4 24.7 23.0 Progression Factor, PF 1.000 1.000 1.000 1 000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.36 0.11 0.11 0.34 0.24 0.11 0.30 0.23 0.11 Incremental Delay, dZ 0.2 3.5 0.5 0.9 3.1 7.1 0.3 12.3 3.3 1.0 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k35DB.tmp 1 /8/2014 Detailed Report Page 2 of 2 H Initial Queue Delay, d3 0.0 0.0 0.0 0.0 10.0 10.0 0.0 10.0 0.0 10.0 Control Delay 23.4 22.4 16.4 25.1 21.8 31.8 22.6 36.7 27.9 24.0 Lane Group LOS C C B C C C C D C C Approach Delay 21.7 22.3 32.8 27.0 Approach LOS C C C C Intersection Delay 23.6 X� = 0.72 Intersection LOS C in In a copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:24 AM H file:///C:/Users/emily.foster/AppData/Local/Temp/s2k35DB.tmp 1/8/2014 Detailed Report Page 1 of 2 r F HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, N1 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume, V v h 25 556 92 115 757 74 1 68 4 58 40 17 9 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.80 10.80 0.80 0.90 0.90 0.90 0.71 0.71 0.71 0.75 10.75 0.75 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3. 33.0 3.0 Filtering/Metering, I 1.000 .000 .000 .000 .000 1..000 1.000 .000 1.000 1.000 Initial Unmet Demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR olumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 24.6 F_ 23.2 40.3 40.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 IY= G= 18.0 G= 0.0 G= 0.0 iy= IY= G= 8.0 G= 10.0 G= 0.0 1y= G= 0.0 iy= Y= 4 4 Y= 0 0 4 Y= 4 0 0 Duration of Analysis, T = a25 Cycle Length, C = 60.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH I RT LT TH RT Adjusted Flow Rate, v 31 695 115 128 923 96 6 82 53 35 Lane Group Capacity,c 446 1482 463 446 1463 230 302 257 446 287 v/c Ratio, X 0.07 0.47 0.25 0.29 10.63 0.42 0.02 a 32 0.12 0.12 Total Green Ratio, g/C 0.13 0.30 0.30 0.13 0.30 a 13 0.17 0.17 0.13 a 17 Uniform Delay, di 22.7 17.1 15.9 23.4 18.1 23.9 20.9 22.0 22.9 21.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.21 0.11 a i l a i l a i l a i l Incremental Delay, d2 0.1 0.2 0.3 0.4 0.9 1.2 0.0 0.7 0.1 0.2 file: ///C:/Users/emily. fo ster/AppData/Local/Temp/s2kAA2E.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 22.8 17.3 16.2 23.8 19.0 25.1 20.9 22.7 23.0 21.5 Lane Group LOS C B B C 1 B C C C C C Approach Delay 17.4 19.6 23.9 22.4 Approach LOS B B C C Intersection Delay 19.2 Xc = 0.46 Intersection LOS B copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version5.4 Generated: 1/8/2014 9:23AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kAA2E.tmp 1 /8/2014 Detailed Report Page 1 of 2 I L HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 6 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Existing Conditions Volume and Timina Innut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume, V v h 51 419 82 131 753 178 67 363 95 213 303 115 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 1 2 2 Peak -Hour Factor, PHF 0.73 10.73 0.73 0.82 0.82 0.82 0.66 0.66 0.66 0.66 0.66 0.66 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stoppin , NB 0 0 0 0 0 0 0 1 0 0 0 0 0 Min. Time for Pedestrians, Gp 30.3 30.3 40.3 40.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 8.0 G= 21.0 G= 0.0 G= 0.0 G= 8.0 G= 12.0 G= 0.0 G= 0.0 1Y= Timing Y= 4 IY= 4 Y= 0 Y= 0 IY= 4 Y= 4 Y= 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 70 574 112 160 918 217 102 550 144 323 459 174 Lane Group Capacity, c 412 1596 498 412 1596 498 412 637 285 412 637 285 v/c Ratio, X 0.17 0.36 0.22 0.39 0.58 0.44 0.25 0.86 0.51 0.78 0.72 0.61 Total Green Ratio, g/C 0.12 0.32 0.32 0.12 0.32 0.32 0.12 0.18 0.18 0.12 0.18 0.18 Uniform Delay, di 25.5 16.9 16.1 26.2 18.3 17.3 25.8 25.7 23.8 27.7 24.9 24.4 Progression Factor, PF 1.000 1.000V 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.11 10.11 10.11 10.11 10.17 10.11 0.11 10.39 0.11 10.33 10.28 10.20 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kC4DC.tmp 1/8/2014 Detailed Report Page 2 of 2 1, Delay Calibration, k Incremental Delay, d2 0.2 0.1 0.2 0.6 0.5 0.6 0.3 11.8 1.5 9.6 4.0 3.8 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 25.7 17.0 16.3 26.9 18.8 17.9 26.1 37.5 25.3 37.2 28.9 28.2 Lane Group LOS C B B C B B C D C D C C Approach Delay 17.7 19.7 33.8 31.6 Approach LOS B B C C Intersection Delay 25.2 X = 0.65 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version5.4 Generated: 1/8/2014 9:29AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kC4DC.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 6 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina Innut EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume, V v h 123 1441 114 155 1109 113 104 107 167 146 129 75 % Heavy Vehicles, %HV 2 2 1 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.94 0.94 0.94 0.93 0.93 0.93 0.89 0.89 0.89 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm, Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 30.3 30.3 40.3 40.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 8.0 G= 30.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 13.0 G= 0.0 G= 0.0 1Y= Timing Y= 4 IY= 4 Y= 0 0 IY= 4 Y= 4 Y= 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 75.0 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 132 1549 123 165 1180 120 112 115 180 164 145 84 Lane Group Capacity, c 357 1976 617 357 1976 617 357 599 267 357 599 267 v/c Ratio, X 0.37 0.78 0.20 a 46 a 60 0.19 0.31 0.19 0.67 0.46 0.24 0.31 Total Green Ratio, g/C 0.11 0.40 0.40 0.11 0.40 0.40 0.11 0.17 0.17 0.11 0.17 0.17 Uniform Delay, di 31.2 19.7 14.7 31.5 17.7 14.6 31.0 26.5 29.0 31.5 26.7 27.1 Progression Factor, PF 1.000 1.000 V 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.11 10.33 10.11 10.11 10.19 10.11 10.11 10.11 10.25 10.11 10.11 10.11 p file:///C:/Users/emily.foster/AppData/Local/Tem /s2k5970.tm 1/8/2014 P Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 0.6 2.1 0.2 0.9 0.5 0.2 0.5 0.2 6.6 0.9 0.2 0.7 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 31.8 21.8 14.8 32.4 18.2 14.8 31.5 26.7 35.6 32.4 27.0 27.8 Lane Group LOS C C 8 C B B C C D C C C Approach Delay 22.1 19.6 31.9 29.4 Approach LOS C B C C Intersection Delay 22.9 X = 0.67 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:30 AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k5970.tmp 1 /8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timincat Injout EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume, V v h 197 1213 338 388 998 73 287 40 154 99 22 107 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.97 0.97 0.97 0.88 0.88 0.88 0.93 0.93 0.93 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 13.0 Filtering/Metering, 1 1.000 .000 .000 .000 .000 .000 .000 .000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 26.1 23.2 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 8.0 IY= IY= G= 25.0 G= 0.0 G= 0.0 G= 20.0 G= 0.0 G= 0.0 G= 0.0 1Y= 4 4 Y= 0 Y= 0 IY= 4 Y= 0 Y= 0 0 Duration of Analysis, T = 0.25 C cle Len th, C = 65.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 2.14 1318 367 400 1029 75 326 220 106 139 Lane Group Capacity, c 412 1900 593 412 1900 593 373 936 343 489 v/c Ratio, X 0.52 0.69 0.62 0.97 0.54 0.13 0.87 0.24 0.31 0.28 Total Green Ratio, g/C 0.12 0.38 0.38 0.12 0.38 0.38 0.31 0.31 0.31 0.31 Uniform Delay, di 26.7 16.8 16.2 28.4 15.5 12.9 21.3 16.8 17.2 17.1 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.13 0.26 0.20 0.48 0.14 0.11 0.40 0.11 0.11 0.11 Incremental Delay, d2 1.2 1.1 2.0 36.6 0.3 0.1 19.9 0.1 0.5 0.3 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k2209.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 27.9 17.9 18.1 65.0 15.9 13.0 41.2 16.9 17.7 17.4 Lane Group LOS C B B E B B D B B I B Approach Delay 19.1 28.8 31.4 17.5 Approach LOS B C C B Intersection Delay 24.1 X� = 0.80 Intersection LOS C copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:36AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k2209.tmp 1 /8/2014 Detailed Report Page 1 of 2 F r r HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timincat In ut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, N1 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume, V v h 77 566 113 1149 984 34 87 8 60 32 2 49 % Heavy Vehicles, %HV 2 2 2 2 1 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.89 10.89 0.89 0.88 0.88 0.88 0.84 0.84 0.84 0.90 10.90 0.90 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3. 33.0 3.0 3.0 3.0 Filtering/Metering, I 1.000 .000 .000 .000 .000 .000 .000 .000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 26.1 23.2 38.9 Phasina Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 14.0 IY= G= 19.0 G= 0.0 G= 0.0 1Y= IY= G= 15.0 G= 0.0 G= 0.0 1Y= G= 0.0 4 IY= 4 Y= 0 0 4 Y= 0 0 11Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 60.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 87 636 127 169 1118 39 104 81 36 56 Lane Group Capacity, c 781 1565 488 781 1565 488 327 750 318 388 v/c Ratio, X 0.11 0.41 0.26 0.22 10.71 0.08 0.32 0.11 0.11 a 14 Total Green Ratio, g/C 0.23 0.32 10.32 0.23 0.32 0.32 0.25 0.25 10.25 0.25 Uniform Delay, di 18.1 16.1 15.3 18.6 18.1 14.4 18.3 17.3 17.4 17.5 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k a i l 0.11 0.11 0.11 a28 0.11 0.11 0.11 a i l a l l Incremental Delay, d2 0.1 1 0.2 1 0.3 0.1 1.6 0.1 0.6 0.1 0.2 0.2 file:///C:/Users/emily.foster/AppData/Locat/Temp/s2k64EO.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 18.2 16.3 15.6 18.7 19.7 14.4 18.9 17.4 17.5 17.7 Lane Group LOS B B B B B B B B 8 I B Approach Delay 16.3 19.4 18.2 17.6 Approach LOS B B B B Intersection Delay 18.2 X� = 0.45 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Generated: 1/8/2014 9:35 AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k64EO.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume, V v h 156 402 146 90 656 262 336 771 60 220 729 228 % Heavy Vehicles, %HV 2 2 1 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.81 0.81 0.81 0.86 0.86 0.86 0.83 0.83 0.83 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 29 0 0 52 0 0 12 0 0 46 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 41.8 41.8 37.5 38.9 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 9.0 G= 15.0 G= 0.0 G= 0.0 1Y= G= 8.0 IY= G= 17.0 G= 0.0 G= 0.0 1Y= Timing Y=4 Y=4 Y=0 0 4 Y=4 Y=0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH I RT LT I TH RT LT TH RT LT TH I RT Adjusted Flow Rate, v 184 473 138 111 810 259 391 897 56 265 878 219 Lane Group Capacity, c 463 1140 356 463 1140 356 412 1292 403 412 1292 403 v/c Ratio, X 0.40 0.41 0.39 0.24 0.71 0.73 0.95 0.69 0.14 0.64 0.68 0.54 Total Green Ratio, g/C 0.14 0.23 0.23 0.14 125.0 0.23 0.23 0.12 0.26 0.26 0.12 0.26 0.26 Uniform Delay, di 25.5 21.3 21.1 23.0 23.1 28.3 21.7 18.4 27.1 21.6 20.7 Progression Factor, P F 1.000 1.000 .000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 10.11- 10.11 10.11 10.11 10.27 10.29 10.46 10.26 10.11 10.22 10.25 0.14 Lfile:///C:/Users/emily.foster/AppData/LocaUTemp/s2k5ll2.tmp 1/8/2014 Detailed Report Page 2 of 2 h Delay Calibration, k Incremental Delay, d2 0.6 0.2 0.7 0.3 2.1 7.3 31.5 1.6 1 0.2 3.4 1.5 1.5 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 26.1 21.5 21.8 25.2 25.1 30.4 59.8 23.3 18.5 30.6 23.0 22.2 Lane Group LOS C C C C C C E C 8 C C C Approach Delay 22.6 26.3 33.7 24.3 Approach LOS C C C C Intersection Delay 27.2 X = 0.69 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 4:01 PM ill ill file:///C:/Users/emily.foster/AppData/Local/Temp/s2k5 l l 2.tmp 1 /8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume, V v h 332 810 424 91 833 173 1353 484 82 279 606 292 % Heavy Vehicles, %HV 2 2 2 2 2 2 1 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.97 0.97 0.97 0.87 0.87 0.87 0.91 0.91 0.91 0.98 0.98 0.98 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qe 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike I RTOR Volumes 0 0 85 0 0 35 0 0 16 0 0 58 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 1 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 41.8 41.8 37.5 38.9 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G = 11.0 G= 25.0 G= 6.0 G= 0.0 1Y= G= 13.0 G= 20.0 G= 0.0 G= 0.0 Timing Y= 4 Y= 4 Y= 0 0 IY= 4 Y= 4 Y= 0 IIY= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacit , Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 342 835 349 105 957 159 388 532 73 285 618 239 Lane Group Capacity, c 433 1453 454 433 1453 454 512 1163 363 512 1163 363 v/c Ratio, X 0.79 0.57 0.77 0.24 0.66 0.35 0.76 0.46 0.20 0.56 0.53 0.66 Total Green Ratio, g/C 0.13 0.29 0.29 0.13 0.29 0.29 0.15 0.24 0.24 0.15 0.24 0.24 Uniform Delay, di 35.9 25.5 27.4 33.3 26.3 23.6 34.5 27.9 26.1 33.3 28.4 29.4 Progression Factor, PF 1.000 1.000 V 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.34 10.17 10.32 10.11 10.23 10.11 10.31 10.11 10.11 10.15 10.13 0.23 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k7355.tmp 1/8/2014 Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 9.5 0.6 7.8 0.3 1.1 0.5 6.5 0.3 0.3 1.4 0.5 4.3 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 45.4 26.0 35.2 33.5 27.4 24.1 41.0 28.1 26.4 34.7 28.9 33.8 Lane Group LOS D C D C C C D C C C C C Approach Delay 32.5 27.5 33.0 31.3 Approach LOS C C C C Intersection Delay 31.1 Xc = 0.74 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 4:03 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k7355.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina Inout EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes, N1 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume, V v h 270 844 376 46 521 174 281 894 63 280 1210 153 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.87 0.87 0.87 0.91 0.91 0.91 0.89 0.89 0.89 0.90 0.90 0.90 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 13.0 3.0 3.0 13.0 Filtering/Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Sto ping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.9 38.9 34.6 34.6 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 9.0 G= 24.0 G= 0.0 G= 0.0 G= 10.0 G= 26.0 G= 0.0 G= 0.0 Timing Y= 4 IY= 4 Y= 0 Y= 0 IY= 4 Y= 4 Y= 0 IIY= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH I RT LT TH RT LT I TH RT LT TH RT Adjusted Flow Rate, v 310 970 432 51 573 191 316 1004 71 311 1344 170 Lane Group Capacity, c 354 1395 435 354 1395 435 394 1511 472 394 1511 472 v/c Ratio, X 0.88 0.70 0.99 0.14 0.41 0.44 0.80 0.66 0.15 0.79 0.89 0.36 Total Green Ratio, g/C 0.11 0.28 0.28 0.11 0.28 0.28 0.12 0.31 0.31 0.12 0.31 0.31 Uniform Delay, di 37.4 27.2 30.4 34.5 24.8 25.0 36.5 25.7 21.5 36.5 28.1 23.0 Progression Factor, PF 1.000 1.000 .000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 10.40 10.26 10.49 10.11 10.11 10.11 10.35 10.24 10.11 10.34 10.41 0.11 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kF 164.tmp 1 /8/2014 Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 21.0 1.5 41.2 0.2 0.2 0.7 11.3 1.1 0.1 10.4 7.0 0.5 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 58.4 28.8 71.7 34.7 25.0 25.7 47.9 26.8 21.6 46.8 JD 23.5 Lane Group LOS E C E C C C D C C D C Approach Delay 45.0 25.7 31.3 36.0 Approach LOS D C C D Intersection Delay 36.1 X = 0.91 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:49AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kF 164.tmp 1 /8/2014 Detailed Report Page 1 of 2 L HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina Innut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume, V v h 156 345 196 101 1030 370 384 960 49 140 798 318 % Heavy Vehicles, %HV 2 2 2 2 1 2 2 2 2 2 2 1 2 2 Peak -Hour Factor, PHF 0.80 0.80 10.80 0.87 0.87 0.87 0.85 0.85 10.85 0.94 0.94 0.94 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 0 N N 0 N N 0 N Parking Maneuvers, Nm tOl Buses Sto in , Ne 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.938.9 34.6 34.6 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & 07 08 G= 8.0 G= 24.0 G= 0.0 G= 0.0 G= 13.0 G= 19.G= flY= 0.0 G= 0.0 Timing Y= 4 Y= 4 Y= 0 Y= 0 Y= 4 Y= 4 0 Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT I TH RT LT I TH RT LT TH RT Adjusted Flow Rate, v 195 431 245 116 425 452 1129 58 149 849 338 Lane Group Capacity, c 335 1482 463 335 F1482 463 544 1173 366 544 1173 366 v/c Ratio, X 0.58 0.29 0.53 0.35 0.80 0.92 0.83 0.96 0.16 0.27 0.72 0.92 Total Green Ratio, g/C 0.10 0.30 0.30 0.10 0.30 0.30 0.16 0.24 0.24 0.16 0.24 0.24 Uniform Delay, d, 34.4 21.5 23.3 33.6 25.8 27.0 32.4 30.1 24.2 29.4 28.1 29.8 Progression Factor, P F 11.000 11.000 1�- 000 1. 000 11,000 1.000 11.000 11.000 11.000 11.000 11.000 1.000 0.17 0.11 0.13 0.11 0.34 0.44 0.37 0.47 0.11 0.11 0.28 0.44 file:///C:/Users/emily.foster/AppData/Locat/Temp/s2k567A.tinp 1/8/2014 Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 2.6 0.1 1 1.2 0.6 1 3.2 23.3 110.5 18.0 0.2 0.3 2.2 28.6 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 37.0 21.6 24.5 34.2 29.0 50.3 43.0 48.1 24.4 29.6 30.3 58.4 Lane Group LOS D C C C C D D D C C C E Approach Delay 25.8 34.6 45.8 37.3 Approach LOS C C D D Intersection Delay 37.2 X = 0.87 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version5.4 Generated: 1/8/2014 9:48AM file:///C:/Users/emily.foster/AppData/Locat/Temp/s2k567A.tmp 1/8/2014 Detailed Report Page 1 of 2 r F f HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume, V v h 46 173 44 71 93 85 23 1106 132 248 1337 43 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 1 2 2 Peak -Hour Factor, PHF 0.84 0.84 0.84 0.96 0.96 0.96 0.92 0.92 0.92 0.93 0.93 0.93 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 .000 1.000 .000 1.000 .000 .000 .000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 40.3 40.3 31.8 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 IY= IY= G= 8.0 G= 0.0 G= 0.0 1Y= G= 10.0 IY= G= 22.0 G= 0.0 G= 0.0 1Y= 4 4 Y= 0 0 4 Y= 4 Y= 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 65.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 55 258 74 186 25 1202 143 267 1438 46 Lane Group Capacity, c 239 412 463 394 265 1672 522 265 1672 522 v/c Ratio, X 0.23 a63 0.16 0.47 0.09 0.72 0.27 1.01 0.86 0.09 Total Green Ratio, g/C 0.14 0.12 0.14 0.12 0.15 0.34 0.34 0.15 0.34 0.34 Uniform Delay, di 24.9 27.1 24.7 26.5 23.6 18.8 15.7 27.5 20.1 14.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.21 0.11 0.11 0.11 0.28 0.11 0.50 0.39 0.11 Incremental Delay, d2 0.5 3.0 1 0.2 0.9 0.2 1.5 0.3 57.2 4.8 0.1 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kB 194.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 25.4 30.1 24.8 27.4 23.8 20.3 16.0 84.7 24.9 14.7 Lane Group LOS C C C C C C B F C B Approach Delay 29.3 26.7 19.9 33.7 Approach LOS C C B C Intersection Delay 27.7 Xc = 0.74 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:55AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kB 194.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Existing Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume, V v h 18 57 25 92 263 216 29 1130 63 173 804 50 % Heavy Vehicles, %HV 2 1 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.83 0.83 0.83 0.77 0.77 0.77 0.87 0.87 0.87 0.89 0.89 0.89 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 .000 1 1.000 .000 1.000 .000 .000 .000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 1 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 40.3 40.3 31.8 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= 20.0 IY= G= 0.0 G= 0.0 JG= 11.0 G= 24.0 G= 0.0 Y= 4 4 Y= 0 Y= 0 IY= 4 Y= 4 Y= 0 IIY= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 80.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SIB LT TH RT LT I TH RT LT TH I RT LT TH RT Adjusted Flow Rate, v 22 99 119 623 33 1299 72 194 903 56 Lane Group Capacity, c 194 824 376 805 237 1482 463 237 1482 463 v/c Ratio, X 0.11 0.12 0.32 0.77 0.14 0.88 0.16 0.82 0.61 0.12 Total Green Ratio, g/C 0.11 0.25 0.11 0.25 0.14 a30 0.30 0.14 0.30 a30 Uniform Delay, di 31.9 23.2 32.7 27.9 30.3 26.6 20.6 33.5 24.0 20.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.32 0.11 0.40 0.11 0.36 0.20 0.11 Incremental Delay, d2 0.3 0.1 0.5 4.7 0.3 6.3 0.2 19.8 0.7 0.1 L. file:///C:/Users/emily.foster/AppData/Locat/Tenip/s2k3D83.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 32.2 23.3 33.2 32.6 30.6 32.8 20.7 53.3 24.7 20.5 Lane Group LOS C C C I C C C C D C C Approach Delay 24.9 32.7 32.2 29.3 Approach LOS C C C C Intersection Delay 31.1 X = 0.76 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 3:08 PM file:///C:[Users/emily.foster/AppData/Local/Temp/s2k3D83.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume, V v h 10 1 0 105 1 47 3 1222 39 80 1528 26 % Heavy Vehicles, %HV 2 1 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 0.55 0.55 0.55 0.78 0.78 0.78 0.95 0.95 0.95 0.94 0.94 0.94 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, Ii 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filterin /Meterin , 1 F3.0 .000 1.000 .000 1.000 .000 .000 .000 .000 .000 Initial Unmet Demand, Qb0.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.9 38.9 24.6 23.2 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 8.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 30.0 G= 0.0 Y= 4 IY= 4 Y= 0 0 IY= 4 Y= 4 Y= 0 11Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 70.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted Flow Rate, v 18 2 135 61 3 1286 41 85 1626 28 Lane Group Capacity, c 197 207 382 177 197 2118 661 197 2118 661 v/c Ratio, X 0.09 0.01 0.35 0.34 0.02 0.61 0.06 0.43 0.77 0.04 Total Green Ratio, g/C 0.11 0.11 0.11 0.11 0.11 0.43 0.43 0.11 10.43 0.43 Uniform Delay, di 27.7 27.5 28.6 28.6 27.5 15.4 11.7 28.9 17.0 11.6 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.17 0.19 0.11 0.11 0.32 0.11 Incremental Delay, d2 0.2 1 0.0 0.6 1.2 0.0 0.5 0.0 1.5 1.8 0.0 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kAB5D.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 27.9 27.5 29.2 29.8 27.5 16.0 11.8 30.4 18.8 11.7 Lane Group LOS C C C C C B B C B B Approach Delay 27.9 29.4 15.9 19.2 Approach LOS C C B 8 Intersection Delay 18.5 X = 0.59 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 10:04 AM file:///C:iUsers/emily.foster/AppData/LocaUTemp/s2kAB5D.tmp 1 /8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Existing Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume, V v h 20 3 4 16 0 9 2 1614 41 13 780 11 % Heavy Vehicles, %HV 2 1 2 2 2 2 2 2 2 2 1 2 2 2 Peak -Hour Factor, PHF 0.68 0.68 0.68 0.37 0.37 0.37 0.83 10.83 0.83 0.89 0.89 0.89 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 P.00O 3.0 3.0 3.0 3.0 3.0 3.0 Filterina/Metering_ I 1.000 .000 1.000 1.000 h.0001�.000 V000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min_ Time for Pedestrians, Gp 38.9 38.9 24.6 23.2 Phasina Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 IY= IY= G= 8.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 40.0 G= 0.0 G= 0.0 1Y= 4 4 Y= 0 0 IY= 4 Y= 4 0 IIY= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 80.0 Lane Group Capacity, ontrot Delay, and LOS Determination EB I WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 29 10 43 24 2 1945 49 15 876 12 Lane Group Capacity, c 172 165 335 154 172 2471 771 172 2471 771 v/c Ratio, X 0.17 0.06 0.13 0.16 0.01 0.79 0.06 0.09 0.35 0.02 Total Green Ratio, g/C 0.10 0.10 0.10 0.10 0.10 0.50 0.50 0.10 0.50 0.50 Uniform Delay, dt 3.0 32.6 1 32.8 32.9 32.4 16.5 10.3 32.7 12.2 10.1 Progression Factor, PF 1,000 1.000 1.000 1.000 11.000 1.000 1.000 11.000 1.000 11.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.33 0.11 0.11 0.11 0.11 Incremental Delay, d2 0.5 0.2 0.2 0.5 0.0 1.8 0.0 0.2 0.1 0.0 file:H/C:/Users/emily. fo ster/AppData/LocaUTemp/s2k8A42. tmp 1 /8/2014 Detailed Report Page 2 of 2 0 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 33.4 32.8 33.0 33.4 32.5 18.3 10.4 32.9 12.2 10.1 Lane Group LOS C C C C C B B C B B Approach Delay 33.3 33.1 18.1 12.6 Approach LOS C C B B Intersection Delay 17.0 Xc = 0.54 Intersection LOS B copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 6:16 PM fl F file:///C:/Users/emily.foster/AppData/Local/Temp/s2k8A42.tmp 1/8/2014 F F F r L La Quinta Square Traffic Impact Analysis I Kim ey*Horn L La Quinta, California Appendix C: Other In-N-Out Trip Generation Studies GAT Y Vo CSEG��4 Queen Esther Square Shopping Center Project Initial Study/Mitigated Negative Declaration To determine the proposed In-N-Out Burger restaurants forecast trip generation, trip generation sample surveys were conducted in May 2012 at the following three existing In-N-Out Burger restaurants located in the Cities of Redondo Beach, Long Beach, and Los Angeles: • In-N-Out Burger located at 6391 East Pacific Coast Highway, Long Beach, CA; • In-N-Out Burger located at 9149 South Sepulveda Boulevard, Los Angeles, CA; and • In-N-Out Burger located at 3801 Inglewood Avenue, Redondo Beach, CA. The In-N-Out Burger trip generation sample surveys were collected during the same time periods evaluated in this analysis (weekday 11:30 AM to 1:30 PM, weekday 4:00 PM to 6:00 PM, Saturday 11:30 AM to 1:30 PM and Saturday 4:00 PM to 6:00 PM). The trip generation data used in this analysis were taken from the highest hour within each peak period counted. Detailed traffic count data sheets are contained in Appendix A of Appendix C. Table 4.16-20, In-N-Out Burger Weekday Trig Generation Survey Count Summary, summarizes the weekday peak hour trip generation for the surveyed In-N-Out Burger locations. As shown in Table 4.16-20, the surveyed In-N-Out Burger restaurants generate an average of approximately 300 weekday mid -day peak hour trips and an average of approximately 188 weekday PM peak hour trips. It is noted the surveyed locations included outdoor seating patios similar to the Project. Table 4.16-20 In-N-Out Burger Weekday Trip Generation Survey Count Summary Survey Location size (tsf Weekday AM Peak Hour Trip Rates Weekday Mid -Day Peak Hour Trip Rates Weekday PM Peak Hour Trip Rates In Out Total,L -- In — Out - Total In Out Total Redondo Beach In-N-Out Burger 2.8 0 0 0 136 135 271 94 89 183 Long Beach In-N-Out Burger 3.6 3.8 0 0 0 0 138 196 135 273 69 73 142 Los Angeles In-N-Out Burger 0 0 159 355 127 111 1 238 Averageln-N-Out Burger Weekday Trip Generation 0 0 0 157 143 300 97 91 188 Note: tsf = thousand square feet. Source: Observed data. Table 4.16-21, In-N-Out Burger Saturday Trip Generation Survey Countv Summary, summarizes the Saturday peak hour trip generation for the surveyed In-N-Out Burger locations. As shown in Table 4.16-21, the surveyed In-N-Out Burger restaurants generate an average of approximately 323 Saturday mid -day peak hour trips and an average of approximately 234 Saturday PM peak hour trips. It is noted the surveyed locations included outdoor seating patios similar to the Project. Public Review Draft I March 2013 4.16-23 Transportation/Traffic TABLE 2 TRIP GENERATION ADJUSTMENT SUMMARY FOR IN-N-OUT RESTAURANT Land Use Daflv Tri s AM Peak -Hour PM Peak -Hour In I Out Total In Out Total Driveway Trips Proposed Adjustments In-N-Out Restaurant - Fast Food (with or without drive -through) 2,625 63 42 105 105 105 210 Internal Capture Reduction Based on Table I trip reduction rate -749 -25 -13 -38 -26 -26 -52 n-N-Out Sub -Total 1,876 38 29 67 79 79 158 In-N-Out Adjustment Assumed 25% increase over typical fast food restaurants 469 10 7 17 20 20 40 -N-OUT PEAK -HOUR TOTAL 2,345 48 36 84 99 99 198 :ISND TPTO\095930001 -In-Out Balboa\Excel\j930001TGOl.xlsm]PROPORTIONAL Lamphier-Gregory April 12, 2011 Page 5 of 15 PROJECT TRIP GENERATION AND DISTRIBUTION Trip Generation FEHR)'PEERS The study recognizes that In-N-Out Burger restaurants tend to generate more trips than the average fast-food restaurant with drive -through window as described in the Institute of Transportation Engineers' (ITE) Trip Generation, 81h Edition. Instead, the study assumes a peak hour trip generation rate of 50 trips per 1,000 square -feet (ksf), assuming 50% are inbound trips and 50% are outbound trips. The report cites that the trip generation rate is based on traffic surveys conducted at the Livermore, Pleasanton, Pittsburg, Mountain View and Sunnyvale In-N- Out restaurants in either 2002, 2005 or 2009; the results of the surveys are provided in the appendix. The rate used in the study is about 45% higher than the average ITE rate for the PM peak hour. The assumed trip generation rate in the study was compared to the results of trip generation surveys that were collected by Fehr & Peers for the Livermore, Mountain View and Salinas In-N- Out Burger restaurants in 2002. Table 2 summarizes the trip generation surveys at the three In- N-Out locations. As shown in Table 2, the PM peak hour trip generation rates varied from 46 trips per ksf to 62 trips per ksf, with an overall average rate of about 53 trips per ksf. The study also assumes 580 daily trips per ksf, which is higher than ITE estimates. Therefore, the assumed rates of 50 peak hour trips per ksf and 580 daily trips per ksf utilized in the study are appropriate. TABLE 2 IN-N-OUT BURGER RESTAURANT TRIP GENERATION SURVEY RESULTS Store PM Peak -Hour Trips PM Peak -Hour Trip Generation Rates4 Inbound Outbound Total Inbound Outbound Total Location Livermore' 86 59 145 27.22 18.67 45.89 Mountain ViewZ 119 66 185 40.04 22.21 62.25 Salinas3 60 86 146 20.60 1 29.54 50.14 Average Rates 29.30 23.33 52.63 Notes: 1. Livermore restaurant located at the North Livermore Avenue/Arroyo Plaza intersection. Store is 3,160 s.f. 2. Mountain View restaurant located at the North Rengstorff Avenue/US 101 On -Ramp intersection. Store is 2,972 s.f. 3. Salinas restaurant located at the Kern Street/US 101 On -Ramp intersection. Store is 2,912 s.f. 4. Rates in trips per 1,000 s.f. 5. Average rate determined by dividing the trips generated by all facilities by the total square footage of the three buildings combined Source: Fehr & Peers, surveys collected in 2002. A pass -by trip reduction of 25% was assumed in the study, which is lower than the 49% pass -by reduction for a fast-food restaurant with drive -through window suggested by ITE in the Trip Generation Handbook 2"' Edition; the 25% pass -by trip reduction was also approved by the City of Pleasant Hill. Pass -by vehicle trips are trips attracted to the site from traffic passing on adjacent roadways as an interim stop on the way to their ultimate destination. Pass -by trips consist of vehicles that would be on the roadway network regardless of the project; therefore, the 25% pass -by reduction is appropriate for this study. H TABLE 1B PROJECT TRAFFIC GENERATION FORECAST COMPARISONS ITE Land Use Code / Daily AM Peak Hour PM Peak Hour Enter Exit Total Enter Exit Total Project Description 2-Way Generation Forecast: Proposed Prot • 934: In-N-Out Burger with Drive-Thru 1,860 5 5 10 66 61 127 (3,750 SF)6 Less Pass -by Trips' -753 -0 -0 -0 -33 -31 -64 Total Net Project Trip Generation 1,395 S 5 10 33 30 63 Entitled Land Use ■ 933: Fast -Food without Drive-Thru 1,764 105 70 175 53 51 104 (4,000 SF) Less Pass -by Trips -441 -42 -28 -70 -21 -20 -41 Entitled Land Use Net Trip Generation 1,323 63 42 105 32 31 1 63 Net Project Trip Generation Potential +72 -58 -37 -95 1 -1 0 (Proposed minus Entitled ) Notes: TE/1000 SF= Trip end per 1000 SF of development I t 5 Source: Trip Generation, Sth Edition, Institute offransportation Engineers, ITE[Washington,D.C. 2008 6 Given In-N-Out Burger's weekday hours of operation are typically set between 10:30 AM and 1:00 PM, the weekday AM peak hour trip generation of the proposed Project has been adjusted accordingly to reflect traffic that could be generated by staff and or deliveries 7 Pass -By Trips are trips made as intermediate stops on the way from an origin to a primary trip destination. Pass -by trips are attracted from traffic passing the site on adjacent streets (i.e. existing traffic on Seal Beach Boulevard), which contain direct access to the generator. For this analysis, the following pass -by reduction factors were used (Source: Trip Generation Handbook, ITE October June 2004): Fast -Food w/Drive-thru: PM Peak hours- 50% • Fast -Food w/out Drive-thru: AM/PM Peak hours - estimated to be 40% (Source: SANDAG Traffic Generators) • Daily pass -by percentage for fast-food uses is estimated to be 25%. F La Quinta Square La Quinta, FTraffic Impact Analysis California r Appendix D: Pass -By Trip Assignment Figure I L L L L Kim ey»)Horn L F La Quinta Square Traffic Impact Analysis F L L L Kim ey> Horn L La Quinta, California Appendix E: Intersection and Roadway Segment Growth Rates Background growth rates were calculated for individual intersections and roadway segments based on the 2010 and 2035 volumes provided in the City of La Quinta General Plan Environmental Impact Report (GPEIR). The segment volume difference from 2010 to 2035 was calculated at each intersection and roadway segment and the corresponding annual growth rate for each intersection and segment was then determined. At intersections where no volumes were provided in the General Plan, the average growth rate from the nearest upstream and downstream intersections with volumes was used as an estimate for annual background growth at these locations. These annual growth rates were used to project future background traffic volumes at study area intersections and along study area roadway segments. The calculated background annual growth rates for intersections are shown in Table D1. The calculated background annual growth rates for roadway segments are shown in Table D2. Table D1— Background Traffic Annual Growth Rates for Intersections Intersection Intersection Volume PM Peak Hour Calculated Annual Growth Rate AM Peak Hour 2010 2035 2010 2035 AM PM Highway 111 @ Washington Street Highway 111 @ Simon Drive 3941 7854 5152 8712 3.184% 2.417% _ 1666 1722 0 2737 0 3.065% 2.574% Highway 111 @ La Quinta Center Drive 0 2910 0 3.065% 2.574% Highway 111 @ Adams Street 2387 4522 3622 6552 2.947% 2.731% Highway 111 @ La Quinta Drive 1815 0 3363 0 2.5649,16 2.830% Highway 111 @ Dune Palms Road 2770 4453 3783 7140 2.181% 2.929% Highway 111 @ Depot Drive 2161 0 3916 0 2.194% 3.116% Highway 111 @ Jefferson Street 4056 6557 4759 9726 2.207% 3.302% Washington Street @ Fred Waring Drive 4847 9252 5112 11004 2.982% 3.546% Washington Street @ Miles Avenue 2920 5470 3401 6655 2.894% 3.098% Washington Street @ Simon Drive 2513 0 3062 0 3.184% 2.417% I L L L L L a Table D2 — Background Traffic Annual Growth Rates for Roadway Segments 0 g Y g Roadway Segment Segment Volume Calculated Annual Growth Rate 2010 2035 Highway 111 Mountain Cove Dr to Washington St 29726 53511 2.379% Washington St to Simon Dr 29726 53511 2.379% Simon Dr to La Quinta Center Dr 29726 53511 2.379% La Quinta Center Dr to Adams St 29726 53511 2.379% Adams St to La Quinta Dr 31348 40481 1.028% La Quinta Dr to Dune Palms Rd 31348 40481 1.028% Dune Palms Rd to Depot Dr 38037 50659 1.153% Depot Dr to Jefferson St 38037 50659 1.153% Washington Street Fred Waring Dr to Miles Ave 40633 64210 1.847% Miles Ave to Hwy 111 32915 54141 2.011% Hwy 111 to Simon Dr 36710 57955 1.843% Simon Dr to Ave 48 36710 57955 1.843% I r r F__ La Quinta Square Traffic Impact Analysis Kim ey>Morn La Quinta, California Appendix F: Analysis Worksheets for Background (2015) Conditions Kwill n 8 Hwy 111 Fred Ul MIInAve Simon Dr Hwy 111 ca ca EL of-i2> 0124> � a L't 6 © STUDY AREA INTERSECTION PROJECTSITE a..i Iv XX' STORAGE LENGTH �L Simon Dr ® UN-SIGNAUZEDSTUDY DAy INTERSECTION ® SIGNALIZED STUDY INTERSECTION J) xx AMVOWME OO xx) PM VOLUME Avenue 48 N NOT TO SCALE i Fred Waring Dr �d 9fo �S f Miles Ave i 111 0 d ec o` C I � J K - ml,..y Horn 095943001 OCTOBER 2014 Avenue 48 N NOT TO SCALE i Fred Waring Dr �d 9fo �S f Miles Ave i 111 0 d ec o` C I � J K - ml,..y Horn 095943001 OCTOBER 2014 K - ml,..y Horn 095943001 OCTOBER 2014 r0(12) 1,1 Mrry 111 5 �l � a� PROJECT PASS -BY TRIP ADJUSTMENTS LA QUINTA SQUARE, LA QUINTA, CA Short Report Page 1 of 1 r I l SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume (vph) 49 389 225 40 732 244 1 753 927 27 231 589 37 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.82 0.82 0.82 0.95 0.95 0.95 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 47.5 1 143.2 1 50.3 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= IY= 24.0 G= 0.0 G= 0.0 1Y= IY= G= 26.0 G= 25.0 G= 0.0 1Y= G= 0.0 4 Y= 4 Y= 0 0 4 Y= 4 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 57 452 262 47 851 284 918 1130 33 243 659 Lane Group Capacity 301 1186 655 301 1186 380 1220 1235 386 1220 1224 v/c Ratio 0.19 0.38 0.40 0.16 0.72 0.75 0.75 0.91 0.09 0.20 0.54 Green Ratio 0.09 0.24 0.24 0.09 0.24 0.24 0.26 0.25 0.25 0.26 0.25 Uniform Delay d1 42.1 31.8 31.9 42.0 34.9 35.2 34.0 36.5 28.7 28.9 32.5 Delay Factor k 0.11 0.11 0.11 0.11 0.28 0.30 0.31 0.43 0.11 0.11 0.14 Incremental Delay d2 0.3 1 0.2 0.4 0.2 2.1 7.9 2.7 10.6 0.1 0.1 0.5 PF Factor 1.000 11.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 Control Delay 42.4 32.0 32.3 42.2 37.0 43.1 36.7 47.1 28.8 29.0 33.0 Lane Group LOS D C C D D D D D C C 7 C Approach Delay 32.9 38.7 42.2 31.9 Approach LOS C D D C Intersection Delay 38.0 Intersection LOS D Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:17 PM L file:///C:/Users/synchro.user/AppData/Local/Temp/s2k3384.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 1/6/2014 Time Period Midday Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume (vph) 136 769 346 159 762 439 464 657 107 551 731 78 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.94 0.94 0.94 0.93 10.93 0.93 0.83 0.83 0.83 0.93 10.93 0.93 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 1 1 47.5 43.2 50.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= IY= 22.0 G= 0.0 G= 0.0 G= 16.0 G= 18.0 G= 0.0 1Y= G= 0.0 4 Y= 4 Y= 0 Y= 0 Y= 4 Y= 4 0 Y= 0 Duration of Analysis hrs = 0.25 C cle Len th C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 145 818 368 171 819 472 559 792 129 592 870 Lane Group Capacity 335 1359 750 335 1359 435 939 1112 347 939 1096 v/c Ratio 0.43 0.60 0.49 0.51 0.60 1.09 0.60 0.71 0.37 0.63 0.79 Green Ratio 0.10 0.28 0.28 0.10 0.28 0.28 0.20 0.22 0.22 0.20 0.22 Uniform Delay d1 33.9 25.2 24.3 34.1 25.2 29.0 29.1 28.6 26.2 29.3 29.2 Delay Factor k 0.11 0.19 0.11 0.12 0.19 0.50 0.18 0.28 0.11 0.21 0.34 Incremental Delay d2 0.9 0.8 0.5 1.3 0.8 68.0 1.0 2.2 0.7 1.4 4.1 PF Factor 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 34.8 26.0 24.8 35.5 26.0 97.0 30.1 30.8 26.9 30.7 33.4 Lane Group LOS C C C D C F C C C C C Approach Delay 26.6 50.0 30.2 32.3 Approach LOS C D C C Intersection Delay 34.9 Intersection LOS IC Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:25 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kDD8A.tmp 10/20/2014 Short Report Page 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume (vph) 116 879 628 144 633 356 512 725 105 478 967 81 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.87 0.87 0.87 0.96 0.96 0.96 0.94 0.94 0.94 0.93 0.93 0.93 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 47..5 43.2 50.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 36.0 G= 0.0 G= 0.0 G= 15.0 G= 25.0 G= 0.0 G= 0.0 Y= 4 IY= 4 Y= 0 IY= 0 IY= 4 Y= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 Cycle Len th C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 133 1010 722 150 659 371 545 771 112 514 1127 Lane Group Capacity 268 1779 982 268 1779 570 704 1235 386 704 1221 v/c Ratio 0.50 0.57 0.74 0.56 0.37 0.65 0.77 0.62 0.29 0.73 0.92 Green Ratio 0.08 0.36 0.36 0.08 0.36 0.36 0.15 0.25 0.25 0.15 0.25 Uniform Delay d1 44.1 25.7 27.9 44.3 23.6 26.7 40.9 33.3 30.3 40.6 36.6 Delay Factor k 0.11 0.16 0.29 0.16 0.11 0.23 0.32 0.21 0.11 0.29 0.44 Incremental Delay d2 1.4 0.4 2.9 2.6 0.1 2.6 5.4 1.0 0.4 3.9 11.6 PF Factor 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 Control Delay 45.5 26.2 30.8 46.9 23.8 29.4 46.3 34.3 30.7 44.4 48.2 Lane Group LOS D C C D C C D C C D D Approach Delay 29.3 28.5 38.6 47.0 Approach LOS C C D D Intersection Delay 36.1 Intersection LOS D Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:19 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k114AAmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 1/6/2014 Time Period AM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR LTR DefL TR Volume (vph) 29 728 35 30 853 20 1 37 3 32 31 6 5 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.84 0.84 0.84 0.89 0.89 0.89 0.81 10.81 0.81 0.77 0.77 0.77 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 124-6 0 1 1 1 0 1 1 0 0 Minimum Pedestrian Time 1 24.6 1 1 138.9 1 1 138.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 9.0 G= 27.0 G= 0.0 G= 0.0 1Y= G= 12.0 G= 0.0 G= 0.0 G= 0.0 1Y= Y=4 Y=4 Y=0 0 Y=4 Y=0 Y=0 0 Duration of Analysis hrs = 0.25 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 35 909 34 980 90 40 14 Lane Group Capacity 258 2208 258 2216 539 252 339 v/c Ratio 0.14 0.41 0.13 0.44 0.17 0.16 0.04 Green Ratio 0.15 0.45 0.15 0.45 0.20 1 0.20 0.20 Uniform Delay d1 22.1 11.1 22.1 11.3 19.9 1 19.8 19.4 Delay Factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay d2 0.2 0.1 0.2 0.1 0.1 0.3 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 22.4 111.3 22.3 11.5 20.0 20.1 19.4 Lane Group LOS C 8 C 8 C C 8 Approach Delay 11.7 11.8 20.0 19.9 Approach LOS B 8 C 8 Intersection Delay 12.3 Intersection LOS 8 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:21 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k676F.tmp 10/20/2014 h H a u Il Short Report Page 1 of 1 r F SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period Midday Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR LTR DefL TR Volume (vph) 101 1273 52 96 1230 62 1 86 29 106 172 38 27 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.98 0.98 0.98 0.95 0.95 0.95 0.79 0.79 0.79 0.91 0.91 0.91 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 Minimum Pedestrian Time 24.6 24.6 38.9 138.9 PhasinJ'Excl. Left Thru & RT 03 04 NS Perm 06 07 08 TimingY= 8.0 G= 31.0 IY= G= 0.0 G= 0.0 G= 24.0 G= 0.0 G= 0.0 G= 0.0 4 4 IY= 0 IY= 0 IY= 4 IY= 0 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 1 1 Cycle Length C = 75.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 103 1352 101 1360 280 189 72 Lane Group Capacity 184 2030 184 2027 836 329 544 v/c Ratio 0.56 0.67 0.55 0.67 0.33 0.57 0.13 Green Ratio 0.11 0.41 0.11 0.41 0.32 0.32 0.32 Uniform Delay d1 31.8 17.8 31.8 17.9 19.4 121.2 18.1 Delay Factor k 0.16 0.24 0.15 0.24 0.11 0.17 0.11 Incremental Delay d2 3.8 0.8 3.5 0.9 0.2 2.5 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 35.7 18.7 35.3 18.7 19.7 23.7 18.2 Lane Group LOS D B D B B C B Approach Delay 19.9 19.9 19.7 22.2 Approach LOS B B B C Intersection Delay 20.0 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:26 PM file:///C:/TJsers/synchro.user/AppData/Local/Temp/s2kDA2.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Number of Lanes 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR DefL TR DefL TR Volume (vph) 66 1362 40 83 1111 56 75 19 65 145 22 19 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.98 0.98 0.98 0.90 0.90 0.90 0.86 0.86 0.86 0.89 0.89 0.89 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 24.6 24.6 38.9 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 1 08 Timing G= 8.0 G= 25.0 G= 0.0 JG= 0.0 1 G= 20.0 G= 0.0 JG= 0.0 JG= 0.0 Y= 4 Y= 4 Y= 0 IY= 0 IY= 4 Y= 0 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 C cle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 67 1431 92 1296 87 98 163 46 Lane Group Capacity 212 1892 212 1887 417 493 387 520 v/c Ratio 0.32 0.76 0.43 0.69 10.21 0.20 0.42 0.09 Green Ratio 0.12 0.38 10.12 0.38 0.31 0.31 0.31 10.31 Uniform Delay d1 26.0 17.4 26.4 16.7 16.6 16.6 17.9 16.0 Delay Factor k 0.11 0.31 0.11 0.26 0.11 0.11 0.11 0.11 Incremental Delay d2 0.9 1.8 1.4 1.1 0.3 0.2 0.7 0.1 PF Factor 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 Control Delay 26.9 19.2 27.8 17.8 16.9 16.8 1 18.6 16.1 Lane Group LOS C B C B B B B B Approach Delay 19.5 18.5 16.8 18.1 Approach LOS B B B B Intersection Delay 18.8 Intersection LOS B Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:23 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kBD9A.tmp 10/20/2014 H H Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume (vph) 39 622 62 115 802 53 51 19 72 22 20 45 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.60 0.60 0.60 0.61 0.61 0.61 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2. 22.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 1 0 0 0 0 0 0 Minimum Pedestrian Time 118.9 1 138.9 1 138.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 1 06 07 1 08 Timing G= 14.0 IY= G= 20.0 G= 0.0 G= 0.0 G= 14.0 G= 0.0 G= 0.0 G= 0.0 4 IY= 4 Y= 0 IY= 0 IY= 4 1 Y= 0 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 1 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 44 699 70 131 971 237 36 107 Lane Group Capacity 402 1647 514 402 1632 609 256 379 v/c Ratio 0.11 0.42 0.14 0.33 0.59 0.39 0.14 0.28 Green Ratio 0.23 0.33 0.33 0.23 0.33 0.23 0.23 0.23 Uniform Delay d1 18.1 15.5 14.0 19.1 16.6 19.4 18.2 18.9 Delay Factor k 0.11 0.11 0.11 0.11 0.18 0.11 0.11 0.11 Incremental Delay d2 0.1 0.2 0.1 0.5 0.6 0.4 0.3 0.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 18.2 15.7 14.1 19.6 17.2 19.8 18.5 19.3 Lane Group LOS B B B B B B 1 B B Approach Delay 15.7 17.5 19.8 19.1 Approach LOS B B B B Intersection Delay 17.2 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:24 PM L file:///C:/Users/synchro.user/AppData/Local/Temp/s2k263E.tmp 10/20/2014 Short Report Page 1 of 1 H SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume (vph) 56 1310 190 265 1010 82 178 37 190 65 53 56 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 10.95 0.89 10.89 0.89 0.88 0.88 0.88 0.74 0.74 0.74 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 118.9 0 0 1 0 1 0 0 0 0 Minimum Pedestrian Time 1 1 118.9 1 1 38.9 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 14.0 IY= G= 20.0 G= 0.0 G= 0.0 G= 14.0 G= 0.0 JG= 0.0 G= 0.0 4 JY= 4 Y= 0 Y= 0 JY= 4 Y= 0 1 Y= 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 60.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 59 1379 200 298 1227 460 88 148 Lane Group Capacity 402 1647 514 402 1628 579 160 391 v/c Ratio 0.15 0.84 0.39 0.74 0.75 10.79 0.55 0.38 Green Ratio 0.23 0.33 0.33 0.23 10.33 0.23 1 0.23 10.23 Uniform Delay d1 18.3 18.5 115.3 21.3 17.8 21.6 20.2 19.3 Delay Factor k 0.11 0.37 0.11 0.30 0.31 0.34 0.15 0.11 Incremental Delay d2 0.2 4.0 0.5 7.2 2.0 7.5 4.0 0.6 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 18.4 22.5 15.8 28.5 19.9 29.2 24.2 20.0 Lane Group LOS B C B C B C C B Approach Delay 21.5 21.5 29.2 21.6 Approach LOS C C C C Intersection Delay 22.4 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:25 PM file:///C:/Users/synchro.user/AppData/Locat/Temp/s2kCC69.tmp 10/20/2014 In H Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 4 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 94 480 38 65 837 96 1 117 342 32 123 264 97 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.94 0.94 0.94 0.85 0.85 0.85 0.60 0.60 0.60 0.77 0.77 0.77 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 15 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 36.1 33.2 46.1 1 1461 Phasinq Excl. Left Thru & RT 03 04 1 Excl. Left I Thru & RT 1 07 1 08 Timing G= 8.0 G= IY= 20.0 G= 0.0 G= 0.0 G= 8.0 G= 13.0 G= 0.0 G= 0.0 4 JY= 4 Y= 0 IY= 0 JY= 4 JY= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 1 C cle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 100 511 40 76 985 113 195 570 53 160 343 106 Lane Group Capacity 412 1520 474 412 1520 474 412 691 308 412 691 308 v/c Ratio 0.24 0.34 0.08 0.18 0.65 0.24 0.47 0.82 0.17 0.39 0.50 0.34 Green Ratio 0.12 10,31 0.31 0.12 0.31 0.31 10.12 0.20 10.20 0.12 0.20 0.20 Uniform Delay d1 25.8 17.4 16.0 25.6 19.5 16.8 26.5 24.9 21.5 26.2 123.1 22.3 Delay Factor k 0.11 0.11 0.11 0.11 0.23 0.11 0.11 0.36 0.11 0.11 0.11 0.11 Incremental Delay d2 0.3 0.1 0.1 0.2 1.0 0.3 0.9 8.1 0.3 0.6 0.6 0.7 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 26.1 17.5 16.1 25.8 20.4 17.1 27.4 33.0 21.8 26.9 23.7 23.0 Lane Group LOS C B B C C B C C C C C C Approach Delay 18.7 20.5 30.9 24.4 Approach LOS B C C C Intersection Delay 23.5 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:27 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kFABB.tmp 10/20/2014 Short Report Page 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 4 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 226 1296 165 130 1115 142 95 212 49 225 261 160 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.92 0.92 0.92 0.88 0.88 0.88 0.89 0.89 0.89 0.90 0.90 0.90 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3dN 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 23 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 1 0 1 0 0 0 0 0 0 146.1 0 0 0 0 Minimum Pedestrian Time 1 136.1 1 33.2 46.1 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= 29.0 G= 0.0 G= 0.0 G= 10.0 G= 12.0 G= 0.0 1Y= G= 0.0 1Y= Y=4 Y = 4 Y = 0 Y = 0 Y=4 Y=4 0 0 Duration of Analysis hrs = 0.25 C cle Len th C = 76.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 246 1409 179 148 1267 161 107 238 55 250 290 152 Lane Group Capacity 396 1885 588 396 1885 588 440 545 243 440 545 243 v/c Ratio 0.62 0.75 0.30 0.37 0.67 0.27 10.24 0.44 0.23 0.57 0.53 0.63 Green Ratio 0.12 0.38 0.38 0.12 0.38 0.38 0.13 0.16 0.16 0.13 0.16 0.16 Uniform Delay d1 31.9 20.3 16.4 30.9 19.5 16.2 29.6 28.9 27.9 31.0 29.4 29.9 Delay Factor k 0.20 0.30 0.11 0.11 0.24 0.11 0.11 0.11 0.11 0.16 0.14 0.21 Incremental Delay d2 3.0 1.7 0.3 0.6 1.0 0.3 0.3 0.6 0.5 1.7 1.0 5.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 Control Delay 34.9 22.0 16.7 31.5 20.5 16.5 29.9 29.5 28.4 32.7 30.4 34.9 Lane Group LOS C C B C C B C C C C C C Approach Delay 23.2 21.1 29.5 32.2 Approach LOS C C C C Intersection Delay 24.4 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Generated: 10/20/2014 6:28 PM file:///C:/Users/synehro.user/AppData/Local/Temp/s2kA97.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume (vph) 26 604 97 121 816 78 72 4 61 42 18 9 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.80 0.80 0.80 0.90 0.90 0.90 0.71 0.71 0.71 0.75 0.75 0.75 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 1 0 0 1 0 1 0 Minimum Pedestrian Time 24.6 23.2 140.3 1 1 140.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 18.0 IY= G= 0.0 G= 0.0 G= 8.0 G= 10.0 G= 0.0 G= 0.0 1Y= Y= 4 4 Y= 0 IY= 0 Y= 4 Y= 4 Y= 0 0 Duration of Analysis hrs = 0.25 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 32 755 121 134 994 101 6 86 56 36 Lane Group Capacity 446 1482 463 446 1463 230 302 257 446 287 v/c Ratio 0.07 0.51 0.26 0.30 0.68 0.44 0.02 0.33 0.13 0.13 Green Ratio 0.13 10.30 0.30 0.13 0.30 1 10.13 0.17 0.17 0.13 0.17 Uniform Delay d1 22.8 17.4 16.0 23.5 18.5 23.9 20.9 22.1 22.9 21.3 Delay Factor k 0.11 0.12 0.11 0.11 0.25 0.11 0.11 0.11 0.11 0.11 Incremental Delay d2 0.1 0.3 0.3 0.4 1.3 1.3 0.0 0.8 0.1 0.2 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 16.3 23.9 25.3 20.9 22.8 23.0 21.5 Lane Group LOS i�fiH B C ji�f� C C C C C Approach Delay 17.6 20.2 24.1 22.4 Approach LOS B C C C Intersection Delay 19.6 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCs+TM Version 5.4 Generated: 10/20/2014 6:29 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kF150.tiilp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume (vph) 90 1333 179 214 1069 192 1 137 45 154 244 33 48 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 0.93 0.93 0.93 0.90 0.90 0.90 a 85 a 85 0.85 0.80 0.80 0.80 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 1 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 1 0 1 0 0 123.2 0 0 0 0 0 0 Minimum Pedestrian Time 1 124.6 1 40.3 40.3 Phasina Excl. Left I Thru & RT 1 03 1 04 1 Excl. Left I Thru & RT 1 07 1 08 Timing G= 8.0 1 G= IY= 19.0 G= 0.0 G= 0.0 JG= 8.0 JG= 9.0 1 G= 0.0 G= 0.0 4 JY= 4 Y= 0 1 IY= 0 JY= 4 JY= 4 JY= 0 Y= 0 Duration of Analysis hrs = 0.25 1 C cle Len th C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 97 1433 192 238 1401 161 53 181 305 101 Lane Group Capacity 446 1565 488 446 1529 230 272 231 446 248 v/c Ratio 0.22 0.92 0.39 0.53 0.92 10.70 0.19 0.78 0.68 0.41 Green Ratio 0.13 0.32 0.32 0.13 0.32 0.13 0.15 0.15 0.13 0.15 Uniform Delay d1 23.2 19.7 16.0 24.3 19.7 24.9 22.3 24.6 24.8 23.1 Delay Factor k 0.11 0.43 0.11 0.14 0.43 0.27 0.11 0.33 0.25 0.11 Incremental Delay d2 0.2 8.8 0.5 1.3 9.0 9.1 0.4 16.0 4.3 1.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 23.5 28.5 16.5 25.5 28.8 34.0 22.7 140.6 29.1 24.2 Lane Group LOS C C B C C C C D C C Approach Delay 26.9 28.3 35.5 27.9 Approach LOS C C D C Intersection Delay 28.4 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:30 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k351AAmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 6 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 53 456 86 137 806 186 1 70 379 99 222 316 120 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.73 0.73 0.73 0.82 10.82 0.82 0.66 0.66 0.66 0.66 0.66 0.66 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 1 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 1 0 0 0 0 0 0 0 1 0 Minimum Pedestrian Time 30.3 130.3 40.3 40.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= IY= 21.0 G= 0.0 G= 0.0 G= 8.0 G= 12.0 G= 0.0 G= 0.0 4 Y= 4 Y= 0 1 IY= 0 IY= 4 Y= 4 1 1 Y= 0 IY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 73 625 118 167 983 227 106 574 150 336 479 182 Lane Group Capacity 412 1596 498 412 1596 498 412 637 285 412 637 285 v/c Ratio 0.18 0.39 0.24 0.41 0.62 0.46 0.26 0.90 0.53 0.82 0.75 0.64 Green Ratio 0.12 0.32 0.32 0.12 0.32 0.32 0.12 0.18 0.18 0.12 0.18 0.18 Uniform Delay d1 25.5 17.0 16.1 26.3 18.6 17.5 25.8 25.9 23.9 27.8 25.1 24.5 10.22 Delay Factor k 0.11 0.11 0.11 0.11 0.20 0.11 0.11 0.42 0.13 0.36 0.31 Incremental Delay d2 0.2 0.2 0.2 0.7 0.7 0.7 0.3 16.0 1.8 12.0 5.0 4.7 PF Factor 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 25.8 17.2 16.4 27.0 19.3 18.1 26.1 41.9 25.7 39.8 30.1 292 Lane Group LOS C 8 8 C 8 8 C D C D C C Approach Delay 17.9 20.0 37.0 33.2 Approach LOS 8 C D C Intersection Delay 26.4 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved L HCS+TM Version 5.4 Generated: 10/20/2014 6:31 PM L file:///C:/Users/synchro.user/AppData/Local/Temp/s2k94C9.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 6 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 130 1605 121 164 1280 120 1 110 113 177 155 137 79 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.93 0.93 0.93 0.94 10.94 0.94 0.93 0.93 0.93 0.89 0.89 0.89 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 1 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 30.3 130.3 1 140.3 40.3 Phasinq Excl. Left Thru & RT 03 04 1 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 30.0 G= 0.0 1 G= 0.0 JG= 8.0 G= 13.0 G= 0.0 G= 0.0 Y= 4 JY= 4 Y= 0 JY= 0 JY= 4 Y= 4 1 Y= 0 IY= 0 Duration of Anal sis hrs = 0.25 Cycle Len th C = 75.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 140 1726 130 174 1362 128 118 122 190 174 154 89 Lane Group Capacity 357 1976 617 357 1976 617 357 599 267 357 599 267 v/c Ratio 0.39 0.87 0.21 0.49 0.69 0.21 10.33 0.20 0.71 0.49 0.26 0.33 Green Ratio 0.11 0.40 0.40 0.11 0.40 0.40 0.11 0.17 0.17 0.11 0.17 0.17 Uniform Delay d1 31.2 20.7 14.7 31.6 18.6 14.7 31.0 26.6 29.2 31.6 26.8 27.2 Delay Factor k 0.11 0.40 0.11 0.11 0.26 0.11 0.11 0.11 0.28 0.11 0.11 0.11 Incremental Delay d2 0.7 4.7 0.2 1.0 1.0 0.2 0.5 0.2 8.6 1.0 0.2 0.7 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 31.9 25.4 14.9 32.6 19.7 14.9 31.6 26.7 37.8 32.6 27.1 27.9 Lane Group LOS C C B C B B C C D C C C Approach Delay 25.2 20.7 33.0 29.6 Approach LOS C C C C Intersection Delay 24.7 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:32 PM file:///C:/Users/synchro.user/AppData/LocaUTemp/s2k66CA.tmp 10/20/2014 Short Report Page 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume (vph) 80 610 118 156 1048 36 91 8 63 33 2 51 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.89 0.89 0.89 0.88 0.88 0.88 10.84 0.84 0.84 0.90 0.90 0.90 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 1 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 1 0 1 0 0 1 0 0 0 0 0 1 0 Minimum Pedestrian Time 126.1 1 123-2 138.9 Phasinq Excl. Left Thru & RT 03 04 1 NS Perm 1 06 07 1 08 Timing G= 14.0 G= IY= 19.0 G= 0.0 G= 0.0 1 G= 15.0 1 G= 0.0 G= 0.0 G= 0.0 4 JY= 4 IY= 0 IY= 0 JY= 4 Y= 0 Y= 0 IY= 0 Duration of Analysis hrs = 0.25 1 1 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 90 685 133 177 1191 41 108 85 37 59 Lane Group Capacity 781 1565 488 781 1565 488 326 749 317 388 v/c Ratio 0.12 0.44 0.27 0.23 0.76 0.08 0.33 0.11 0.12 0.15 Green Ratio 0.23 0.32 0.32 0.23 0.32 0.32 0.25 0.25 0.25 0.25 Uniform Delay d1 18.1 16.3 15.3 18.6 18.5 14.4 18.4 17.4 17.4 17.5 Delay Factor k 0.11 0.11 0.11 0.11 0.31 0.11 0.11 0.11 0.11 0.11 Incremental Delay d2 0.1 0.2 0.3 0.1 2.3 0.1 0.6 0.1 0.2 0.2 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 Control Delay 18.2 16.5 15.6 18.8 20.7 14.5 19.0 17.4 17.5 17.7 Lane Group LOS B B B B C B B B B B Approach Delay 16.5 20.3 18.3 17.7 Approach LOS B C B B Intersection Delay 18.7 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:34 PM Ifile:///C:/Users/synchro.user/AppData/Local/Temp/s2k2922.tmp 10/20/2014 Short Report Page 1 of 1 r L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume (vph) 209 1368 359 413 1166 78 305 43 164 105 23 114 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.92 0.92 0.92 0.97 0.97 0.97 0.88 0.88 0.88 0.93 0.93 0.93 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 1 0 0 0 0 0 0 0 Minimum Pedestrian Time 126.1 1 1 123.2 1 38.9 Phasinq Excl. Left Thru & RT 03 04 1 NS Perm 06 1 07 1 08 Timing G= 8.0 IY= G= 25.0 G= 0.0 JG= 0.0 1 G= 20.0 G= 0.0 G= 0.0 IG= 0.0 4 JY= 4 Y= 0 JY= 0 JY= 4 Y= 0 1 Y= 0 IY= 0 Duration of Anal sis hrs = 0.25 C cle Len th C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 227 1487 390 426 1202 80 347 235 113 148 Lane Group Capacity 412 1900 593 412 1900 593 369 936 338 489 v/c Ratio 0.55 0.78 0.66 1.03 0.63 0.13 10.94 0.25 0.33 0.30 Green Ratio 0.12 0.38 0.38 0.12 0.38 0.38 0.31 0,31 1 0.31 0.31 Uniform Delay d1 26.8 17.6 16.5 28.5 16.3 13.0 21.9 16.9 17.4 17.2 Delay Factor k 0.15 0.33 0.23 0.50 0.21 0.11 0.45 0.11 0.11 0.11 Incremental Delay d2 1.6 2.2 2.7 53.4 0.7 0.1 31.9 0.1 0.6 0.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 28.4 19.8 19.1 81.9 17.0 13.1 53.8 17.0 18.0 17.5 Lane Group LOS C B B F B B D B B B Approach Delay 20.6 33.0 39.0 17.7 Approach LOS C C D B Intersection Delay 27.3 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:35 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k53DD.tmp 10/20/2014 Short Report Page 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 163 439 153 94 705 274 1 351 805 63 230 762 238 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.85 0.85 0.85 0.81 0.81 0.81 0.86 0.86 0.86 0.83 0.83 0.83 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 29 0 0 52 0 0 12 0 0 46 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 41.8 41.8 37.5 38.9 Phasinq Excl. Left Thru & RT 03 04 1 Excl. Left I Thru & RT 1 07 08 Timing G= 9.0 G= IY= 15.0 G= 0.0 G= 0.0 G= 8.0 G= 17.0 G= 0.0 G= 0.0 ly= 4 JY= 4 IY= 0 IY= 0 JY= 4 JY= 4 JY= 0 0 Duration of Analysis hrs = 0.25 1 1 C cle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 192 516 146 116 870 274 408 936 1 59 277 918 231 Lane Group Capacity 463 1140 356 463 1140 356 412 1292 403 412 1292 403 v/c Ratio 0.41 0.45 0.41 0.25 0.76 0.77 0.99 0.72 0.15 0.67 0.71 0.57 Green Ratio 0.14 10.23 0.23 0.14 0.23 0.23 0.12 0.26 0.26 0.12 0.26 0.26 Uniform Delay d1 25.6 21.5 21.2 25.0 23.3 23.4 28.5 21.9 18.4 27.2 21.8 20.8 Delay Factor k 0.11 0.11 0.11 0.11 0.32 0.32 0.49 0.29 0.11 0.24 0.27 0.17 Incremental Delay d2 0.6 0.3 0.8 0.3 3.1 9.9 41.7 2.1 0.2 4.3 1.8 2.0 PF Factor 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 26.2 21.8 22.0 25.3 26.5 33.3 70.1 23.9 18.6 31.5 23.6 22.8 Lane Group LOS C C C C C C E C B C C C Approach Delay 22.8 27.8 37.1 25.0 Approach LOS C C D C Intersection Delay 28.8 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+T" Version 5.4 Generated: 10/20/2014 6:36 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k39F.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 354 942 452 97 994 185 377 516 88 298 647 312 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.97 0.97 0.97 0.87 0.87 0.87 0.91 0.91 0.91 0.98 0.98 0.98 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 85 0 0 35 0 0 16 0 0 58 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 41.8 41.8 37.5 38.9 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 11.0 G= IY= IY= 25.0 G= 0.0 G= 0.0 IY= G= 13.0 G= 20.0 G= 0.0 G= 0.0 4 4 Jy= 0 0 Y= 4 Y= 4 JY= 0 1Y= 0 Duration of Anal sis hrs = 0.25 Cycle Length C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 365 971 378 111 1143 172 414 567 79 304 650 259 Lane Group Capacity 433 1453 454 433 1453 454 512 1163 363 512 1163 363 v/c Ratio 0.84 0.67 0.83 0.26 0.79 0.38 10.81 0.49 0.22 0.59 0.57 0.71 Green Ratio 0.13 0.29 0.29 0.13 0.29 0.29 0.15 0.24 0.24 0.15 0.24 0.24 Uniform Delay d1 36.2 26.4 28.0 33.3 27.6 23.8 34.8 28.1 26.2 33.5 28.7 29.9 Delay Factor k 0.38 0.24 0.37 0.11 0.33 0.11 0.35 0.11 0.11 0.18 0.16 0.28 Incremental Delay d2 14.1 1.2 12.5 0.3 3.0 0.5 9.4 0.3 0.3 1.9 0.7 6.5 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 50.2 27.6 40.5 33.6 30.5 24.4 44.2 28.4 26.5 35.4 29.3 36.4 Lane Group LOS D C D C C C D C C D C D Approach Delay 35.2 30.0 34.4 32.3 Approach LOS D C C C Intersection Delay 33.1 1Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:37 PM file: ///C:/Users/synchro.user/AppData/Locat/Temp/s2kE71 E.tmp 10/20/2014 Short Report Page 1 of 1 I L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 165 366 208 107 1092 392 407 1027 52 148 855 337 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.80 0.80 0.80 0.87 0.87 0.87 0.85 0.85 10.85 0.94 0.94 0.94 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 1 0 0 0 0 1 0 0 0 0 0 Minimum Pedestrian Time 38.9 1 138.9 134.6 1 34.6 Phasinq Excl. Left I Thru & RT 03 04 1 Excl. Left I Thru & RT 1 07 1 08 Timing G= 8.0 G= 24.0 G= 0.0 G= 0.0 G= 13.0 G= 19.0 G= 0.0 G= 0.0 Y= 4 IY= 4 Y= 0 IY= 0 IY= 4 IY= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 1 C cle Length C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 206 457 260 123 1255 451 479 1208 61 157 910 359 Lane Group Capacity 335 1482 463 335 1482 463 544 1173 366 544 1173 366 v/c Ratio 0.61 0.31 0.56 0.37 0.85 0.97 0.88 1.03 0.17 0.29 0.78 0.98 Green Ratio 0.10 0.30 0.30 0.10 0.30 0.30 0.16 0.24 0.24 0.16 0.24 0.24 Uniform Delay d1 34.5 21.6 23.6 33.6 26.3 27.7 32.7 30.5 24.2 29.4 28.5 30.3 Delay Factor k 0.20 0.11 0.16 0.11 0.38 0.48 0.41 0.50 0.11 0.11 0.33 0.49 Incremental Delay d2 3.4 0.1 1.6 0.7 4.8 35.0 15.4 34.2 0.2 0.3 3.3 41.8 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 37.9 21.7 25.1 34.3 31.1 62.7 48.2 64.7 24.4 29.7 31.9 72.1 Lane Group LOS D C C C C E D E C C C E Approach Delay 26.3 39.1 58.8 41.8 Approach LOS C D E D Intersection Delay 43.5 Intersection LOS D Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:38 PM file:///C:/Users/syiichro.user/AppData/Local/Temp/s2k872F.tmp 10/20/2014 Short Report Page 1 of 1 H SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 289 905 403 49 559 187 301 995 68 300 1346 164 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.87 0.87 0.87 0.91 0.91 0.91 0.89 0.89 0.89 0.90 0.90 0.90 Pretimed/Actuated (PIA) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 0 0 1 0 0 1 0 0 0 0 0 Minimum Pedestrian Time 1 38.9 138.9 1 134.6 1 34.6 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= 24.0 G= 0.0 G= 0.0 G= 10.0 G= 26.0 G= 0.0 G= 0.0 Y= 4 Y= 4 Y= 0 JY= 0 JY= 4 Y= 4 JY= 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 332 1040 463 54 614 205 338 1118 76 333 1496 182 Lane Group Capacity 354 1395 435 354 1395 435 394 1511 472 394 1511 472 v/c Ratio 0.94 0.75 1.06 0.15 0.44 0.47 10.86 0.74 0.16 0.85 0.99 0.39 Green Ratio 0.11 0.28 0.28 0.11 10.28 0.28 0.12 0.31 0.31 0.12 0.31 0.31 Uniform Delay d1 37.7 27.7 30.5 34.5 25.0 25.2 36.8 26.5 10.30 21.5 36.7 29.4 23.2 Delay Factor k 0.45 0.30 0.50 0.11 0.11 0.11 0.39 0.11 0.38 0.49 0.11 Incremental Delay d2 32.2 2.2 61.3 0.2 0.2 0.8 17.0 2.0 0.2 15.5 20.7 0.5 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 69.9 30.0 91.8 34.7 25.2 26.1 53.8 28.4 21.7 52.2 50.1 23.7 Lane Group LOS E C F C C C D C C D D C Approach Delay 52.8 26.0 33.7 48.1 Approach LOS D C C D Intersection Delay 42.9 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:39 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kB216.tmp 10/20/2014 U Short Report Page 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 19 60 26 97 278 229 1 31 1205 67 183 860 53 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.83 0.83 0.83 0.77 0.77 0.77 0.87 0.87 0.87 0.89 0.89 0.89 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 1 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 1 140.3 1 140.3 1 131-8 Phasing Excl. Left Thru & RT 03 04 Excl. Left I Thru & RT 07 1 08 Timing G= 9.0 IY= G= 20.0 G= 0.0 G= 0.0 G= 11.0 G= 24.0 G= 0.0 G= 0.0 4 IY= 4 Y= 0 IY= 0 IY= 4 IY= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 1 Cycle Length C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 23 103 126 658 36 1385 77 206 966 60 Lane Group Capacity 194 824 376 805 237 1482 463 237 1482 463 v/c Ratio 0.12 0.13 0.34 0.82 0.15 0.93 0.17 0.87 0.65 0.13 Green Ratio 0.11 0.25 0.11 0.25 0.14 0.30 0.30 0.14 0.30 0.30 Uniform Delay d1 31.9 23.2 32.7 28.3 30.4 27.2 20.6 33.8 24.4 20.4 Delay Factor k 0.11 0.11 0.11 0.36 0.11 0.45 0.11 0.40 0.23 0.11 Incremental Delay d2 0.3 0.1 0.5 6.6 0.3 11.3 0.2 27.4 1.0 0.1 PF Factor 1.000 1.000 1.000 11.000 1 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 32.2 23.3 33.3 34.9 30.7 38.5 20.8 61.2 25.4 20.5 Lane Group LOS C C C C C D C E C C Approach Delay 24.9 34.6 37.4 31.1 Approach LOS C C D C Intersection Delay 34.3 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:40 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kACC9.tmp 10/20/2014 Short Report Page 1 of 1 H SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 49 184 47 75 99 90 1 24 1212 140 264 1470 46 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.84 0.84 0.84 0.96 0.96 0.96 0.92 0.92 10.92 0.93 10.93 0.93 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 140.3 0 0 0 140.3 0 1 0 1 0 0 Minimum Pedestrian Time 1 1 1 1 1 131.8 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= IY= 8.0 G= 0.0 G= 0.0 1Y= IY= G= 10.0 G= 22.0 G= 0.0 G= 0.0 1Y= 4 Y= 4 Y= 0 0 4 Y= 4 Y= 0 0 Duration of Analysis hrs = 0.25 Cycle Len th C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 58 275 78 197 26 1317 152 284 1581 49 Lane Group Capacity 239 412 463 395 265 1672 522 265 1672 522 v/c Ratio 0.24 0.67 0.17 0.50 10.10 0.79 0.29 1.07 0.95 0.09 Green Ratio 0.14 0.12 0.14 10.12 0.15 0.34 0.34 0.15 0.34 0.34 Uniform Delay d1 25.0 27.2 26.6 23.6 19.4 15.8 27.5 20.9 14.7 Delay Factor k 0.11 0.24 0.11 0.11 0.33 0.11 0.50 0.46 0.11 Incremental Delay d2 0.5 4.1 1.0 0.2 2.6 0.3 75.6 11.6 0.1 PF Factor 1.000 1,000 ]24.9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 25.5 31.3 27.6 23.8 22.0 16.1 103.132.5 14.8 Lane Group LOS C C C C C B F C B Approach Delay 30.3 26.8 21.4 42.5 Approach LOS C C C D Intersection Delay 32.6 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:41 PM file:H/C:/Users/synchro.user/AppData/Local/Temp/s2k8lB4.tmp 10/20/2014 FShort Report Page 1 of 1 r SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 21 3 4 17 0 10 1 2 1722 44 14 834 12 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.68 0.68 0.68 0.37 0.37 0.37 0.83 0.83 0.83 0.89 0.89 0.89 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N12.0 N N 0 N N 0 N N 0 N Parking/HourBus Stops/Hour 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 1 1 24.6 1 123.2 Phasina Excl. Left I Thru & RT 1 03 1 04 1 Excl. Left I Thru & RT 1 07 1 08 Timing G= 8.0 G= IY= 8.0 G= 0.0 G= 0.0 G= 8.0 G= 40.0 G= 0.0 G= 0.0 4 JY= 4 ly= 0 IY= 0 Y= 4 JY= 4 1Y= 0 1Y= 0 Duration of Analysis hrs = 0.25 1 1 Cycle Length C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 31 10 46 27 2 2075 53 16 937 13 Lane Group Capacity 172 165 335 154 172 2471 771 172 2471 771 v/c Ratio 0.18 0.06 0.14 0.18 0.01 0.84 0.07 0.09 0.38 0.02 Green Ratio 0.10 0.10 0.10 0.10 0.10 0.50 0.50 0.10 0.50 0.50 Uniform Delay d1 33.0 32.6 32.9 33.0 32.4 17.2 10.4 32.7 12.3 10.1 Delay Factor k 0.11 0.11 0.11 0.11 0.11 0.37 0.11 0.11 0.11 0.11 Incremental Delay dz 0.5 0.2 0.2 0.5 0.0 2.8 0.0 0.2 0.1 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 32.8 33.0 33.5 32.5 20.0 10.4 32.9 12.4 10.1 Lane Group LOS C.5 C C C C C B B C B B Approach Delay 33.3 33.2 19.8 12.7 Approach LOS C C B B Intersection Delay 18.1 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:42 PM Lfile:///C:/Users/synchro.user/AppData/Local/Temp/s2k6DF5.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period Midday Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 16 2 1 74 3 65 6 1223 63 97 1065 28 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.56 0.56 0.56 0.93 0.93 0.93 0.94 0.94 0.94 0.96 0.96 0.96 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 138.9 0 0 0 0 0 1 0 0 Minimum Pedestrian Time 38.9 24.6 1 123.2 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 1 08 Timing G= 8.0 G= IY= 8.0 G= 0.0 G= 0.0 G= 8.0 G= 20.0 G= 0.0 G= 0.0 4 JY= 4 Y= 0 JY= 0 JY= 4 Y= 4 JY= 0 JY= 0 Duration of Analysis hrs = 0.25 CXJcla Len th C = 60.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 29 6 80 73 6 1301 67 101 1109 29 Lane Group Capacity 230 230 446 207 230 1647 514 230 1647 514 v/c Ratio 0.13 0.03 0.18 0.35 10.03 0.79 0.13 0.44 0.67 0.06 Green Ratio 0.13 0.13 0.13 0.13 0.13 0.33 0.33 0.13 0.33 0.33 Uniform Delay d1 22.9 22.6 23.1 23.6 22.6 18.1 13.9 23.9 17.2 13.6 Delay Factor k 0.11 0.11 0.11 0.11 0.11 0.34 0.11 0.11 0.25 0.11 Incremental Delay d2 0.2 0.0 0.2 1.0 0.0 2.7 0.1 1.3 1.1 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 23.2 22.7 23.3 24.7 22.7 20.8 14.1 25.3 .3 13.6 Lane Group LOS C C C C C C 8 C EB B Approach Delay 23.1 23.9 20.5 18.7 Approach LOS C C C B Intersection Delay 19.9 Intersection LOS 8 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:27 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k56ED.tmp 10/20/2014 Short Report Page 1 of 1 r SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 10 1 0 110 1 49 1 3 1297 41 84 1623 27 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.55 0.55 0.55 0.78 0.78 0.78 0.95 0.95 0.95 0.94 10.94 0.94 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 38.9 24.6 1 123.2 Phasinq Excl. Left Thru & RT 03 1 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 IY= G= 8.0 IY= G= 0.0 G= 0.0 G= 8.0 G= 30.0 G= 0.0 G= 0.0 4 4 Y= 0 IY= 0 IY= 4 Y= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 70.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 18 2 141 64 3 1365 43 89 1727 29 Lane Group Capacity 197 207 382 177 197 2118 661 197 2118 661 v/c Ratio 0.09 0.01 0.37 0.36 0.02 0.64 0.07 0.45 0.82 0.04 Green Ratio 0.11 0.11 10.11 0.11 0.11 0.43 0.43 0.11 0.43 0.43 Uniform Delay d1 27.7 127.5 28.7 28.6 27.5 15.8 111.8 29.0 17.6 11.6 Delay Factor k 0.11 0.11 0.11 0.11 0.11 0.22 0.11 0.11 0.36 0.11 Incremental Delay d2 0.2 0.0 0.6 1.3 0.0 0.7 0.0 1.6 2.6 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 27.9 27.5 29.3 29.9 27.5 16.5 11.8 30.6 20.2 11.7 Lane Group LOS C C C C C B B C C B Approach Delay 27.9 29.5 16A 20.5 Approach LOS C C B C Intersection Delay 19.4 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:43 PM file:H/C:/Users/synchro.user/AppData/Local/Temp/s2k595C.tmp 10/20/2014 r r r I I L L L L L La Quinta Square Traffic Impact Analysis Kim ey»)Horn La Quinta, California Appendix G: Analysis Worksheets for Background (2015) Plus Project Conditions Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume (vph) 49 397 225 49 733 246 1 757 934 27 243 592 37 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.82 0.82 0.82 0.95 0.95 0.95 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 1 0 0 0 0 0 0 0 0 1 0 1 0 Minimum Pedestrian Time 38.9 1 147.5 43.2 1 1 150.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= 24.0 G= 0.0 G= 0.0 G= 26.0 G= 25.0 G= 0.0 G= 0.0 Y= 4 JY= 4 Y= 0 JY= 0 JY= 4 Y= 4 JY= 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Len th C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 57 462 262 57 852 286 923 1139 33 256 662 Lane Group Capacity 301 1186 655 301 1186 380 1220 1235 386 1220 1224 v/c Ratio 0.19 0.39 0.40 0.19 0.72 0.75 0.76 0.92 0.09 0.21 0.54 Green Ratio 0.09 0.24 0.24 0.09 0.24 0.24 0.26 0.25 0.25 0.26 0.25 Uniform Delay d1 42.1 31.9 31.9 42.1 34.9 35.2 34.1 36.6 28.7 29.0 32.5 Delay Factor k 0.11 0.11 0.11 0.11 0.28 0.31 0.31 0.44 0.11 0.11 0.14 Incremental Delay d2 0.3 0.2 0.4 0.3 2.1 8.2 2.8 11.4 0.1 0.1 0.5 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 42.4 32.1 32.3 42.4 37.0 43.5 36.9 48.0 28.8 29.0 33.0 Lane Group LOS D C C D D D D D C C C Approach Delay 32.9 38.8 42.8 31.9 Approach LOS C D D C Intersection Delay 38.3 Intersection LOS D Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:46 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kE621.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period Midday Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume (vph) 136 797 346 209 748 447 1 501 688 107 588 741 78 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.94 0.94 0.94 0.93 0.93 0.93 0.83 0.83 0.83 0.93 10.93 0.93 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 1 0 10 0 0 1 0 1 0 1 0 1 0 Minimum Pedestrian Time 1 38.9 1 147.5 1 1 143.2 1 1 150.3 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 22.0 G= 0.0 G= 0.0 G= 16.0 G= 18.0 G= 0.0 G= 0.0 Y= 4 JY= 4 Y= 0 IY= 0 JY= 4 Y= 4 IY= 0 177 0 Duration of Analysis hrs = 0.25 Cycle Length C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 145 848 368 225 804 481 604 829 129 632 881 Lane Group Capacity 335 1359 750 335 1359 435 939 1112 347 939 1096 v/c Ratio 0.43 0.62 0.49 0.67 0.59 1.11 0.64 0.75 0.37 0.67 0.80 Green Ratio 0.10 0.28 0.28 0.10 0.28 0.28 0.20 0.22 0.22 0.20 0.22 Uniform Delay d1 33.9 25.4 24.3 34.7 25.1 29.0 29.4 28.9 26.2 29.6 29.3 Delay Factor k 0.11 0.21 0.11 0.24 0.18 0.50 0.22 0.30 0.11 0.24 0.35 Incremental Delay d2 0.9 0.9 0.5 5.2 0.7 75.0 1.5 2.8 0.7 1.9 4.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 34.8 26.3 24.8 39.9 25.8 104.0 30.9 31.7 26.9 31.5 33.8 Lane Group LOS C C C D C F C C C C C Approach Delay 26.8 52.8 31.0 32.8 Approach LOS C D C C Intersection Delay 36.0 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:30 PM file:H/C:/Users/synchro.user/AppData/Local/Temp/s2k7D4.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume (vph) 116 910 628 187 631 366 544 766 105 520 977 81 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.87 0.87 0.87 0.96 0.96 0.96 10.94 0.94 0.94 0.93 0.93 0.93 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 1 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 47.5 43.2 1 1 50.3 Phasin Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 36.0 G= 0.0 G= 0.0 G= 15.0 G= 25.0 G= 0.0 G= 0.0 Y= 4 Y= 4 Y= 0 1 JY= 0 JY= 4 Y= 4 IY= 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 133 1046 722 195 657 381 579 815 112 559 1138 Lane Group Capacity 268 1779 982 268 1779 10.37 570 704 1235 386 704 1221 v/c Ratio 0.50 0.59 0.74 0.73 0.67 0.82 0.66 0.29 0.79 0.93 Green Ratio 0.08 0.36 a36 0.08 0.36 0.36 0.15 0.25 0.25 0.15 0.25 Uniform Delay di 44.1 26.0 27.9 44.9 23.6 27.0 41.2 33.7 30.3 41.0 36.7 Delay Factor k 0.11 0.18 0.29 0.29 0.11 0.24 0.36 0.23 1 10.11 0.34 0.45 Incremental Delay dz 1.4 0.5 2.9 9.6 0.1 3.0 7.8 1.3 0.4 6.3 12.8 PF Factor 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 45.5 26.5 30.8 54.5 23.8 30.0 49.0 35.0 30.7 47.3 149.4 Lane Group LOS D C C D C C D C C D D Approach Delay 29.4 30.5 40.1 48.7 Approach LOS C C D D Intersection Delay 37.3 Intersection LOS D Copyright© 2008 University of Florida, All Rights Reserved L HCS+TM Version 5.4 Generated: 10/20/2014 6:47 PM I- file:///C:/Users/s nchro.user/A Data/Local/Teen /s2k8FOE.tnip Y pp p 10/20/2014 Short Report Page 1 of 1 a SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR LTR DefL TR Volume (vph) 29 739 35 47 862 20 1 40 3 37 31 6 5 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.84 0.84 0.84 0.89 0.89 0.89 0.81 0.81 0.81 0.77 0.77 0.77 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 1 1 0 0 0 0 0 Minimum Pedestrian Time 1 24.6 124.6 1 1 138.9 1 138.9 Phasinq Excl. Left Thru & RT 1 03 1 04 1 NS Perm 1 06 1 07 1 08 Timing G= 9.0 IY= G= 27.0 G= 0.0 G= 0.0 1 G= 12.0 G= 0.0 G= 0.0 G= 0.0 4 JY=4 Y=0 1 Y=0 JY=4 Y=0 1 IY=0 IY=0 Duration of Anal sis hrs = 0.25 Cycle Length C = 60.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 35 922 53 991 99 40 14 Lane Group Capacity 258 10.14 2208 258 2216 538 250 339 v/c Ratio 0.42 0.21 0.45 0.18 0.16 0.04 Green Ratio 0.15 0.45 0.15 0.45 0.20 0.20 0.20 Uniform Delay d, 22.1 11.2 22.4 11.4 19.9 19.8 19.4 Delay Factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay d2 0.2 0.1 0.4 0.1 0.2 0.3 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 22.4 111.3 1 22.8 11.5 20.1 20.1 19.4 Lane Group LOS C B C B C C B Approach Delay 11.7 12.1 20.1 19.9 Approach LOS B B C B Intersection Delay 12.5 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Generated: 10/20/2014 6:48 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k89A5.tmp 10/20/2014 r f r F Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period Midday Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR LTR DefL TR Volume (vph) 101 1320 52 152 1258 62 102 29 130 172 38 27 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.98 0.98 0.98 0.95 0.95 0.95 0.79 0.79 0.79 0.91 0.91 0.91 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N- 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 Minimum Pedestrian Time 24.6 124.6 1 1 38.9 138.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 1 08 Timing G= 8.0 IY= G= 31.0 G= 0.0 G= 0.0 1Y= IY= G= 24.0 G= 0.0 1Y= G= 0.0 JG= 0.0 4 JY= 4 Y= 0 0 4 Y= 0 0 IY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 75.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 103 1400 160 1389 331 189 72 Lane Group Capacity 184 2031 184 2028 828 301 544 v/c Ratio 0.56 0.69 0.87 0.68 0.40 0.63 0.13 Green Ratio 0.11 0.41 0.11 0.41 0.32 0.32 0.32 Uniform Delay di 31.8 18.0 33.0 18.0 19.9 21.7 18.1 Delay Factor k 0.16 0.26 0.40 0.25 0.11 0.21 0.11 Incremental Delay d2 3.8 1 1.0 33.2 1.0 0.3 4.1 0.1 PF Factor 1.000 11.000 1.000 1.000 1.000 1.000 1.000 Control Delay 35.7 19.1 66.2 19.0 120.2 1 25.8 18.2 Lane Group LOS D B E B C C B Approach Delay 20.2 23.9 20.2 23.7 Approach LOS C C C C Intersection Delay 22.0 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:31 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k9324.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Intersection 2 Agency or Co. KHA Area Type All other areas Date Performed 11612014 Jurisdiction La Quinta Time Period PM Peak Analysis Year Volume and Timinq Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR DefL TR DefL TR Volume (vph) 66 1424 40 146 1142 56 95 19 96 145 22 19 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.98 0.98 0.98 0.90 0.90 0.90 10.86 0.86 10.86 0.89 0.89 0.89 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 1 3 3 3 3 1 3 Unit Extension 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parkinq/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 0 10 Minimum Pedestrian Time 1 124.6 1 1 124.6 1 1 138.9 1 1 138-9 Phasinq Excl. Left Thru & RT 03 1 1 NS Perm 06 07 1 08 Timing G= 8.0 IY= G= 25.0 G= 0.0 G= 0.0 G= 20.0 G= 0.0 JG= 0.0 JG= 0.0 4 JY= 4 Y= 0 JY= 0 JY= 4 Y= 0 1Y= 0 JY= 0 Duration of Anal sis hrs = 0.25 Cycle Len th C = 65.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 67 162 1331 110 134 163 46 Lane Group Capacity 212 J1494 212 1887 417 488 375 520 v/c Ratio 0.32 0.76 0.71 0.26 0.27 0.43 0.09 Green Ratio 0.12 0.38 0.12 10.38 0.31 0.31 1 0.31 10.31 Uniform Delay d1 26.0 17.7 27,6 16.9 17.0 17.0 18.0 16.0 Delay Factor k 0.11 0.34 0.32 0.27 0.11 0.11 0.11 0.11 Incremental Delay d2 0.9 2.3 15.2 1.2 0.3 0.3 0.8 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 25.9 20.0 42.8 18.1 17.3 17.3 1 18.8 16.1 Lane Group LOS C C D B B B B B Approach Delay 20.3 20.8 17.3 18.2 Approach LOS C C B B Intersection Delay 20.2 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:49 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kC587.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume (vph) 39 638 62 115 828 53 1 51 19 72 22 20 45 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.60 0.60 0.60 0.61 0.61 0.61 Pretimed/Actuated (PIA) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 18.9 18.9 38.9 1 1:389 Phasinq Excl. Left Thru & RT 1 03 04 NS Perm 06 1 07 1 08 Timing JY= G= 14.0 G= 20.0 G= 0.0 G= 0.0 G= 14.0 G= 0.0 G= 0.0 G= 0.0 4 JY= 4 JY= 0 JY= 0 JY= 4 JY= 0 JY= 0 JY= 0 Duration of Analysis hrs = 0.25 1 1 Cycle Len th C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 44 717 70 131 1001 237 36 107 Lane Group Capacity 402 1647 514 402 1632 609 256 379 v/c Ratio 0.11 0.44 0.14 0.33 0.61 0.39 0.14 0.28 Green Ratio 0.23 0.33 0.33 0.23 0.33 0.23 0.23 0.23 Uniform Delay d1 18.1 15.6 14.0 19.1 16.8 19.4 18.2 18.9 Delay Factor k 0.11 0.11 0.11 0.11 0.20 I 0.11 0.11 0.11 Incremental Delay d2 0.1 0.2 0.1 0.5 0.7 0.4 0.3 1 0.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 18.2 15.8 14.1 19.6 17.5 19.8 18.5 19.3 Lane Group LOS B B B B B B B B Approach Delay 15.8 17.7 19.8 19.1 Approach LOS B B B 8 Intersection Delay 17.3 Intersection LOS B Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:51 PM Lfile:///C:/Users/synchro.user/AppData/Local/Temp/s2kAAOB.tmp 10/20/2014 Short Report Page 1 of 1 H SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume (vph) 56 1403 190 265 1104 82 178 37 190 65 53 56 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.89 10.89 0.89 0.88 0.88 0.88 0.74 0.74 0.74 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 1 0 0 0 0 Minimum Pedestrian Time 18.9 118.9 38.9 38.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 1 08 Timing G= 14.0 IY= G= 20.0 IY= G= 0.0 G= 0.0 1Y= G= 14.0 G= 0.0 G= 0.0 G= 0.0 4 4 ly= 0 0 IY= 4 Y= 0 IY= 0 IY= 0 Duration of Anal sis hrs = 0.25 Cycle Length C = 60.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 59 1477 200 298 1332 460 88 148 Lane Group Capacity 402 1647 514 402 1630 579 160 391 v/c Ratio 0.15 0.90 0.39 0.74 0.82 0.79 0.55 0.38 Green Ratio 0.23 0.33 0.33 0.23 0.33 0.23 1 0.23 0.23 Uniform Delay di 18.3 19.0 15.3 21.3 18.3 21.6 20.2 19.3 Delay Factor k 0.11 0.42 0.11 0.30 0.36 0.34 0.15 0.11 Incremental Delay d2 0.2 6.9 0.5 7.2 3.4 7.5 4.0 0.6 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 18.4 26.0 15.8 28.5 21.7 29.2 1 24.2 20.0 Lane Group LOS B C B C C C C B Approach Delay 24.5 23.0 29.2 21.6 Approach LOS C C C C Intersection Delay 24.3 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:52 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kDED4.tmp 10/20/2014 Short Report Page 1 of 1 L L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 4 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 95 494 39 65 859 96 1 119 342 32 123 264 99 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.94 0.94 0.94 0.85 0.85 a85 0.60 10.60 0.60 0.77 0.77 0.77 Pretimed/Actuated (PIA) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 1 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 15 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 146.1 0 0 Minimum Pedestrian Time 36.1 33.2 146.1 1 Phasin Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 20.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 13.0 G= 0.0 G= 0.0 Y= 4 Y= 4 Y= 0 0 JY= 4 Y= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 101 526 41 76 1011 113 198 570 53 160 343 109 Lane Group Capacity 412 1520 474 412 1520 474 412 691 308 412 691 308 v/c Ratio 0.25 0.35 0.09 10.18 0.67 0.24 0.48 0.82 0.17 0.39 0.50 0.35 Green Ratio 0.12 10.31 0.31 0.12 0.31 0.31 0.12 0.20 0.20 0.12 0.20 0.20 Uniform Delay d1 25.8 17.4 16.0 25.6 19.6 16.8 26.6 24.9 21.5 26.2 23.1 22.4 Delay Factor k 0.11 0.11 0.11 0.11 a24 0.11 0.11 0.36 0.11 0.11 0.11 0.11 Incremental Delay d2 0.3 0.1 0.1 0.2 1.1 0.3 0.9 8.1 0.3 0.6 0.6 0.7 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 26.1 j 17.6 16.1 25.8 20.7 17.1 27.4 33.0 21.8 26.9 23.7 23.1 Lane Group LOS C B B C C B C C C C C C Approach Delay 18.8 20.7 30.9 24.4 Approach LOS B C C C Intersection Delay 23.5 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:53 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kE270.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 4 Area Type Ail other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 234 1375 171 130 1194 142 102 212 49 225 261 168 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.92 0.92 10.92 0.88 10.88 0.88 0.89 0.89 10.89 0.90 0.90 0.90 Pretimed/Actuated (PIA) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 23 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N I N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 1 0 1 0 0 0 1 0 1 0 0 0 0 Minimum Pedestrian Time 1 36.1 1 133.2 146.1 1 46.1 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= IY= 29.0 G= 0.0 G= 0.0 1Y= IY= G= 10.0 G= 12.0 G= 0.0 1Y= G= 0.0 4 Y= 4 Y= 0 0 4 Y= 4 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 76.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 254 1495 186 148 1357 161 115 238 55 250 290 161 Lane Group Capacity 396 1885 588 396 1885 588 440 545 243 440 545 243 v/c Ratio 0.64 0.79 0.32 0.37 0.72 0.27 10.26 0.44 0.23 0.57 0.53 0.66 Green Ratio 0.12 0.38 0.38 0.12 0.38 0.38 0.13 0.16 0.16 0.13 0.16 0.16 Uniform Delay d1 32.0 20.8 16.5 30.9 20.0 16.2 29.7 28.9 27.9 31.0 29.4 30.1 Delay Factor k 0.22 0.34 0.11 0.11 0.28 0.11 0.11 0.11 0.11 0.16 0.14 0.24 Incremental Delay d2 3.5 2.4 0.3 0.6 1.4 0.3 0.3 0.6 0.5 1.7 1.0 6.6 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 35.5 23.3 16.8 31.5 21.4 16.5 30.0 29.5 28.4 32.7 30.4 36.7 Lane Group LOS D C B C C B C C C C C D Approach Delay 24.2 21.8 29.5 32.7 Approach LOS C C C C Intersection Delay 25.1 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:54 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kBDB5.tmp 10/20/2014 11 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume (vph) 26 618 97 121 838 78 1 72 4 61 42 18 9 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.80 0.80 0.80 0.90 0.90 0.90 0.71 0.71 0.71 0.75 0.75 0.75 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 24.6 23.2 40.3 40.3 Phasing Excl. Left JThru&RT 1 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 18.0 G= 0.0 G= 0.0 IY= G= 8.0 G= 10.0 G= 0.0 1Y= G= 0.0 1Y= Y= 4 JY= 4 Y= 0 1 Y= 0 4 Y= 4 0 0 Duration of Analysis hrs = 0.25 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 32 772 121 134 1018 101 • 6 86 56 36 Lane Group Capacity 446 1482 463 446 1463 230 302 257 446 287 v/c Ratio 0.07 0.52 0.26 0.30 0.70 0.44 0.02 0.33 0.13 0.13 Green Ratio 0.13 0.30 0.30 10.13 0.30 0.13 0.17 0.17 0.13 10.17 Uniform Delay d1 22.8 17.4 16.0 23.5 18.6 23.9 20.9 22.1 22.9 21.3 Delay Factor k 0.11 0.13 0.11 0.11 0.26 0.11 0.11 0.11 0.11 0.11 Incremental Delay d2 0.1 0.3 0.3 0.4 1.5 1.3 0.0 0.8 0.1 0.2 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 22.8 17.8 23.9 20.0 25.3 20.9 22.8 23.0 21.5 Lane Group LOS C B j16.3 C C C I C C C C Approach Delay 17.7 20.5 24.1 22.4 Approach LOS B C C C Intersection Delay 19.8 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:55 PM file:///C:iUsers/syticliro.user/AppData/Local/Temp/s2kCCE5.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume (vph) 90 1412 179 214 1148 192 1 137 45 154 244 33 48 7/6 Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.93 0.93 0.93 0.90 0.90 0.90 0.85 0.85 0.85 0.80 0.80 0.80 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 1 0 0 0 0 Minimum Pedestrian Time 24.6 123.2 1 1 140.3 1 1 140.3 Phasina Excl. Left I Thru & RT 1 03 1 04 1 Excl. Left I Thru & RT 1 07 1 08 Timing G= 8.0 G= 19.0 G= 0.0 G= 0.0 G= 8.0 G= 9.0 G= 0.0 G= 0.0 Y= 4 Y= 4 Y= 0 1 JY= 0 JY= 4 JY= 4 JY= 0 IY= 0 Duration of Anal sis hrs = 0.25 1 Cycle Length C = 60.0 Lane Grou Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 97 1518 192 238 1489 161 53 181 305 101 Lane Group Capacity 446 1565 488 446 1531 230 272 231 446 248 v/c Ratio 0.22 0.97 0.39 0.53 0.97 10.70 0.19 0.78 0.68 0.41 Green Ratio 0.13 0.32 0.32 0.13 0.32 0.13 0.15 0.15 0.13 0.15 Uniform Delay d1 23.2 20.2 16.0 24.3 20.2 24.9 22.3 24.6 24.8 23.1 Delay Factor k 0.11 0.48 0.11 0.14 0.48 0.27 0.11 0.33 0.25 0.11 Incremental Delay d2 0.2 16.1 0.5 1.3 16.9 9.1 0.4 16.0 4.3 1.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 23.5 136.4 116.5 25.5 37.1 34.0 22.7 40.6 29.1 24.2 Lane Group LOS C D B C D C C D C C Approach Delay 33.6 35.5 35.5 27.9 Approach LOS C D D C Intersection Delay 34.0 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Generated: 10/20/2014 6:56 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kC4AE.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 6 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 54 468 87 137 824 186 72 379 99 222 316 122 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.73 0.73 0.73 0.82 0.82 0.82 0.66 0.66 10.66 0.66 0.66 0.66 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 1 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 140.3 0 0 0 0 0 Minimum Pedestrian Time 30.3 1 1 130.3 1 1 1 1 140.3 Phasing Excl. Left Thru & RT 03 1 04 Excl. Left I Thru & RT 07 08 Timing G= 8.0 G= 21.0 G= 0.0 G= 0.0 G= 8.0 G= 12.0 G= 0.0 G= 0.0 Y= 4 Y= 4 Y= 0 JY= 0 JY= 4 Y= 4 1 JY= D JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 74 641 119 167 1005 227 109 574 150 336 479 185 Lane Group Capacity 412 1596 498 412 1596 498 412 637 285 412 637 285 v/c Ratio 0.18 0.40 0.24 0.41 0.63 0.46 10.26 0.90 0.53 0.82 0.75 0.65 Green Ratio 0.12 0.12 0.32 0.32 0.12 0.18 0.18 0.12 0.18 0.18 Uniform Delay d1 25.6 26.3 18.7 17.5 25.8 25.9 23.9 27.8 25.1 24.5 Delay Factor k 0.11 0.11 0.21 0.11 0.11 0.42 0.13 0.36 0.31 0.23 Incremental Delay dZ0.2 $711'6 0.7 0.8 0.7 0.3 16.0 1.8 12.0 5.0 5.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 25.8 27.0 19.5 18.1 26.2 41.9 25.7 39.8 30.1 29.7 Lane Group LOS C C B B C D C D C C Approach Delay 17.9 20.2 37.0 33.3 Approach LOS B C D C Intersection Delay 26.4 Intersection LOS C Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:57 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k9l43.tmp 10/20/2014 Short Report Page 1 of 1 0 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 6 Area Type All other areas Jurisdiction La Q,uinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 138 1668 129 164 1343 120 1 118 113 177 155 137 87 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.93 0.93 0.93 0.94 0.94 0.94 0.93 0.93 0.93 0.89 0.89 0.89 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 1 30.3 130.3 40.3 40.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= IY= 30.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 13.0 G= 0.0 G= 0.0 Y= 4 4 Jy= 0 0 JY= 4 Y= 4 JY= 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 75.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 148 1794 139 174 1429 128 127 122 190 174 154 98 Lane Group Capacity 357 1976 617 357 1976 617 357 599 267 357 599 267 v/c Ratio 0.41 0.91 0.23 0.49 0.72 0.21 10,36 0.20 0.71 0.49 0.26 0.37 Green Ratio 0.11 0.40 0.40 0.11 0.40 0.40 0.11 0.17 0.17 0.11 0.17 0.17 Uniform Delay d1 31.3 21.2 14.8 31.6 19.0 14.7 31.1 26.6 29.2 31.6 26.8 27.4 Delay Factor k 0.11 0.43 0.11 0.11 0.28 0.11 0.11 0.11 0.28 0.11 0.11 0.11 Incremental Delay d2 0.8 6.6 0.2 1.0 1.3 0.2 0.6 0.2 8.6 1.0 0.2 0.9 PF Factor 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 32.1 27.8 15.0 32.6 20.3 14.9 31.7 26.7 37.8 32.6 27.1 28.2 Lane Group LOS C C B C I C B C C D C C C Approach Delay 27.3 21.2 33.0 29.6 Approach LOS C C C C Intersection Delay 25.8 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:58 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k4559.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume (vph) 80 622 118 156 1066 36 91 8 63 33 2 51 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.89 0.89 0.89 0.88 0.88 0.88 0.84 0.84 0.84 0.90 0.90 0.90 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 1 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 26.1 23.2 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 1 08 Timing G= 14.0 IY= G= 19.0 G= 0.0 G= 0.0 G= 15.0 G= 0.0 G= 0.0 G= 0.0 4 JY= 4 Y= 0 1 Y= 0 JY= 4 Y= 0 1 Y= 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 90 699 133 177 1211 41 108 85 37 59 Lane Group Capacity 781 1565 488 781 1565 488 326 749 317 388 v/c Ratio 0.12 0.45 0.27 0.23 0.77 0.08 0.33 0.11 0.12 0.15 Green Ratio 0.23 10.32 0.32 10.23 10.32 0.32 0.25 0.25 0.25 0.25 Uniform Delay d1 18.1 16.3 15.3 18.6 18.6 14.4 18.4 17.4 17.4 117.5 Delay Factor k 0.11 0.11 0.11 0.11 0.32 0.11 0.11 0.11 0.11 0.11 Incremental Delay d2 0.1 0.2 0.3 0.1 0.6 0.1 0.2 0.2 PF Factor 1.000 1.000 1.000 JB 1.000 1.000 1.000 1.000 1.000 Control Delay 18.2 16.5 15.6 14.5 19.0 17.4 17.5 17.7 Lane Group LOS B B 8 B B 8 B B Approach Delay 16.6 20.6 18.3 17.7 Approach LOS B C B B Intersection Delay 18.9 Intersection LOS B Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 6:59 PM L file:///C:/Users/synchro.user/AppData/Local/Temp/s2kl104.tmp 10/20/2014 Short Report Page 1 of 1 11 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume (vph) 209 1431 359 413 1229 78 1 305 43 164 105 23 114 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.92 0.92 0.92 0.97 10.97 0.97 0.88 10.88 0.88 0.93 0.93 0.93 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 1 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 26.1 23.2 1 1 138.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 8.0 G= IY= 25.0 G= 0.0 G= 0.0 1Y= IY= G= 20.0 G= 0.0 G= 0.0 G= 0.0 1Y= 4 Y= 4 Y= 0 0 4 Y= 0 Y= 0 0 Duration of Analysis hrs = 0.25 C cle Len th C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 227 1555 390 426 1267 80 347 235 113 148 Lane Group Capacity 412 1900 593 412 1900 593 369 936 338 489 v/c Ratio 0.55 0.82 0.66 1.03 0.67 0.13 10.94 0.25 0.33 0.30 Green Ratio 0.12 0.38 0.38 0.12 10.38 0.38 0.31 0.31 0.31 10.31 Uniform Delay d1 26.8 18.0 16.5 28.5 16.6 13.0 21.9 16.9 17.4 17.2 Delay Factor k 0.15 0.36 0.23 0.50 0.24 0.11 0.45 0.11 0.11 0.11 Incremental Delay d2 1.6 3.0 2.7 53.4 0.9 0.1 31.9 0.1 0.6 0.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 28.4 20.9 19.1 81.9 17.5 13.1 53.8 17.0 18.0 17.5 Lane Group LOS C C B F B B D B B B Approach Delay 21.4 32.7 39.0 17.7 Approach LOS C C D B Intersection Delay 27.5 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5A Generated: 10/20/2014 7:00 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kE9F7.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 167 443 157 94 711 274 357 805 63 230 762 244 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.85 0.85 0.85 0.81 0.81 0.81 0.86 0.86 0.86 0.83 0.83 0.83 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 29 0 0 52 0 0 12 0 0 46 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 41.8 41.8 37.5 1 138.9 Phasin Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 1 08 Timing G= 9.0 G= IY= 15.0 G= 0.0 G= 0.0 G= 8.0 G= 17.0 G= 0.0 G= 0.0 Y= 4 4 Y= 0 jy= 0 JY= 4 Y= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 196 521 151 116 878 274 415 936 59 277 918 239 Lane Group Capacity 463 1140 356 463 1140 356 412 1292 403 412 1292 403 v/c Ratio 0.42 0.46 0.42 0.25 0.77 0.77 1.01 0.72 0.15 0.67 0.71 0.59 Green Ratio 0.14 0.23 0.23 0.14 0.23 0.23 0.12 0.26 0.26 0.12 10.26 0.26 Uniform Delay d1 25.6 21.5 21.3 25.0 23.4 23.4 28.5 21.9 18.4 27.2 21.8 21.0 Delay Factor k 0.11 0.11 0.11 0.11 0.32 0.32 0.50 0.29 0.11 0.24 0.27 0.18 Incremental Delay d2 0.6 0.3 0.8 0.3 i 3.3 9.9 46.2 2.1 0.2 4.3 1.8 2.3 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 26.3 21.8 22.1 25.3 26.7 33.3 74.7 23.9 18.6 31.5 23.6 23.3 Lane Group LOS C C C C C C E C B C C C Approach Delay 22.9 280 38.6 25.1 Approach LOS C C D C Intersection Delay 29.3 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:01 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k17EA.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 375 963 473 97 1015 185 398 516 88 298 647 333 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.97 0.97 0.97 0.87 0.87 0.87 0.91 0.91 0.91 0.98 0.98 0.98 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 85 0 0 35 0 0 16 0 0 58 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 1 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 1 41.8 1 141.8 37.5 38.9 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 1 08 Timing G= 11.0 G= IY= 25.0 G= 0.0 G= 0.0 G= 13.0 G= 20.0 G= 0.0 G= 0.0 4 Y= 4 Y= 0 Y= 0 Y= 4 Y= 4 Y= 0 JY= 0 Duration of Analysis hrs = 0.25 C cle Len th C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 387 993 400 111 1167 172 437 567 79 304 660 281 Lane Group Capacity 433 1453 454 433 1453 454 512 1163 363 512 1163 363 v/c Ratio 0.89 0.68 0.88 0.26 0.80 0.38 10.85 0.49 0.22 0.59 0.57 0.77 Green Ratio 0.13 0.29 10.2.9 0.13 0.29 0.29 0.15 0.24 10.24 0.15 10.24 0.24 Uniform Delay d1 36.4 26.5 28.6 33.3 27.7 23.8 35.1 28.1 26.2 33.5 28.7 30.4 Delay Factor k 0.42 0.25 0.41 0.11 0.35 0.11 0.39 0.11 0.11 0.18 0.16 0.32 Incremental Delay d2 20.4 1.3 17.9 0.3 3.4 0.5 13.2 0.3 0.3 1.9 0.7 10.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 56.9 27.8 46.5 33.6 31.1 24.4 48.2 28.4 26.5 35.4 29.3 40.4 Lane Group LOS E C D C C C D C C D C D Approach Delay 38.3 30.5 36.3 33.3 Approach LOS D C D C Intersection Delay 34.8 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Generated: 10/20/2014 7:02 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k6474.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 165 366 211 110 1092 392 409 1030 54 148 861 337 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.80 0.80 0.80 0.87 0.87 0.87 0.85 0.85 0.85 0.94 0.94 0.94 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 1 0 0 0 Minimum Pedestrian Time 38.9 38.9 1 1 34.6 1 34.6 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 1 08 Timing G= 8.0 G= IY= 24.0 G= 0.0 G= 0.0 G= 13.0 G= 19.0 G= 0.0 G= 0.0 4 JY= 4 Y= 0 JY= 0 JY= 4 Y= 4 Y= 0 Y= 0 Duration of Analysis hrs = 0.25 Cycle Len th C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 206 457 264 126 1 1255 451 481 1212 64 157 916 359 Lane Group Capacity 335 1482 463 335 1482 463 544 1173 366 544 1173 366 v/c Ratio 0.61 0.31 0.57 123.6 0.38 0.85 0.97 0.88 1.03 0.17 0.29 0.78 0.98 Green Ratio 0.10 0.30 0.30 0.10 0.30 0.30 0.16 0.24 0.24 0.16 0.24 0.24 Uniform Delay d1 34.5 21.6 33.7 26.3 27.7 32.8 30.5 24.3 29.4 28.6 30.3 Delay Factor k 0.20 0.11 0.16 0.11 0.38 0.48 0.41 0.50 0.11 0.11 0.33 0.49 Incremental Delay d2 3.4 0.1 1.7 0.7 4.8 35.0 15.9 35.2 0.2 0.3 3.5 41.8 PF Factor 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 37.9 21.7 25.3 34.4 31.1 62.7 ff48.6M5.E4.529.7 32.0 72.1 Lane Group LOS D C C C C E C C E Approach Delay 26.3 39.1 59.5 41.8 Approach LOS C D E D Intersection Delay 43.8 Intersection LOS i D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:03 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kBDF8.tmp 10/20/2014 Short Report Page 1 of 1 11 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 289 905 413 59 559 187 311 1016 78 300 1368 164 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.87 0.87 10.87 0.91 10.91 0.91 0.89 0.89 10.89 0.90 0.90 0.90 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 0 0 0 Minimum Pedestrian Time 1 138.9 1 1 138.9 1 1 134.6 1 34.6 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= IY= 24.0 G= 0.0 G= 0.0 1Y= G= 10.0 G= 26.0 G= 0.0 G= 0.0 Y= 4 4 JY= 0 0 JY= 4 Y= 4 1 Y= 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination .r_. -E-B - 11 _ SB Adjusted Flow Rate 332 1040 475 65 614 205 349 1142 88 333 1520 182 Lane Group Capacity 354 1395 435 354 1395 435 394 1511 472 394 1511 472 v/c Ratio 4 0.75 1.09 0.18 0.44 0.47 0.89 0.76 0.19 0.85 1.01 0.39 Green Ratio 1 f37.7 0.28 0.28 0.11 0.28 0.28 0.12 0.31 0.31 0.12 0.31 0.31 Uniform Delay d1 27.7 30.5 34.7 25.0 25.2 36.9 26.6 21.7 36.7 29.5 23.2 Delay Factor k 5 0.30 0.50 0.11 0.11 0.11 0.41 0.31 0.11 0.38 0.50 0.11 Incremental Delay d2 32.2 2.2 70.3 0.3 0.2 0.8 20.7 2.2 0.2 15.5 24.6 0.5 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 69.9 30.0 100.8 34.9 25.2 26.1 57.7 28.9 21.9 52.2 54.1 23.7 Lane Group LOS E C F C C C E C C D D C Approach Delay 55.4 26.1 34.9 51.1 Approach LOS E C C D Intersection Delay 44.8 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:05 PM file:///C:iUsers/synchro.user/AppData/Local/Tcmp/s2klEBD.tmp 10/20/2014 Short Report Page 1 of 1 F SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 19 60 27 99 278 229 1 32 1212 68 183 872 53 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.83 0.83 0.83 0.77 0.77 0.77 0.87 0.87 0.87 0.89 0.89 0.89 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 1 0 0 0 1 0 0 1 0 1 0 0 Minimum Pedestrian Time 1 140.3 1 1 140.3 1 1 131.8 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= 20.0 G= 0.0 G= 0.0 1Y= IY= G= 11.0 G= 24.0 G= 0.0 G= 0.0 1Y= Y= 4 Y= 4 Y= 0 0 4 Y= 4 Y= 0 0 Duration of Analysis hrs = 0.25 Cycle Length C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 23 105 129 658 37 1393 78 206 980 60 Lane Group Capacity 194 823 376 805 237 1482 463 237 1482 463 v/c Ratio 0.12 0.13 0.34 0.82 0.16 0.94 0.17 0.87 0.66 0.13 Green Ratio 0.11 0.25 0.11 0.25 0.14 0.30 0.30 0.14 0.30 0.30 Uniform Delay d1 31.9 23.2 32.8 28.3 30.4 27.3 20.6 33.8 24.5 20.4 Delay Factor k 0.11 0.11 0.11 0.36 0.11 0.45 0.11 0.40 0.24 Incremental Delay d2 0.3 0.1 0.5 6.6 0.3 11.9 0.2 27.4 1.1 !Oil1 1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 32.2 23.3 33.3 34.9 39.2 20.8 61.2 25.6 20.5 Lane Group LOS C C C C F30.7 D C E C C Approach Delay 24.9 34.6 38.1 31.2 Approach LOS C C D C Intersection Delay 34.6 Intersection LOS C Copyright© 2008 University of Florida. All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:06 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k7EF8.tmp 10/20/2014 Short Report Page 1 of 1 I . SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 49 184 51 81 99 90 28 1253 146 264 1512 46 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.84 0.84 10.84 0.96 10.96 0.96 0.92 0.92 10.92 0.93 0.93 0.93 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 1 0 0 1 0 0 0 0 0 Minimum Pedestrian Time 1 140.3 1 1 140.3 1 31.8 Phasing Excl. Left Thru & RT 03 04 Excl. Left I Thru & RT 07 08 Timing G= 9.0 G= IY= 8.0 G= 0.0 G= 0.0 G= 10.0 G= 22.0 G= 0.0 G= 0.0 Y=4 4 Y=0 Y=0 Y=4 Y=4 Y=0 Y=0 Duration of Analysis hrs = 0.25 Cycle Length C = 65.0 Lane GroupCapacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 58 280 84 197 30 1362 159 284 1626 49 Lane Group Capacity 239 411 463 395 265 1672 522 265 1672 522 v/c Ratio 0.24 0.68 0.18 0.50 0.11 0.81 0.30 1.07 0.97 0.09 Green Ratio 0.14 0.12 0.14 0.12 0.15 0.34 0.34 0.15 0.34 0.34 Uniform Delay d1 25.0 27.3 24.7 26.6 23.7 19.6 15.9 27.5 21.2 14.7 Delay Factor k 0.11 0.25 0.11 0.11 0.11 0.36 0.11 0.50 0.48 0.11 Incremental Delay d2 0.5 4.6 0.2 1.0 0.2 3.2 0.3 75.6 15.9 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 25.5 31.8 24.9 27.6 23.9 22.9 16.2 103.1 37.1 14.8 Lane Group LOS C. C C C C C B F D B Approach Delay 30.8 26.8 22.2 46.1 Approach LOS C C C D Intersection Delay 34.6 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:07 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2kBEC3.tmp 10/20/2014 Short Report Page 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 21 3 4 22 0 21 1 2 1722 53 17 834 12 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.68 0.68 0.68 0.37 0.37 0.37 0.83 0.83 10.83 0.89 0.89 0.89 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 38.9 24.6 23.2 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 IY= G= 8.0 IY= G= 0.0 1 G= 0.0 JG= 8.0 G= 40.0 G= 0.0 G= 0.0 4 4 Y= 0 JY= 0 JY= 4 Y= 4 JY= 0 Y= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 31 10 59 57 2 2075 64 19 937 13 Lane Group Capacity 172 165 335 154 172 2471 771 172 2471 771 v/c Ratio 0.18 0.06 0.18 0.37 0.01 0.84 0.08 0.11 0.38 0.02 Green Ratio 0.10 0.10 0.10 0.10 0.10 0.50 0.50 0.10 0.50 0.50 Uniform Delay d1 33.0 32.6 33.0 33.6 32.4 17.2 10.4 32.8 12.3 10.1 Delay Factor k 0.11 0.11 0.11 0.11 0.11 0.37 0.11 0.11 0.11 0.11 Incremental Delay d2 0.5 0.2 0.3 1.5 0.0 2.8 0.0 110.5 0.3 0.1 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 33.5 32.8 33.2 35.1 1 32.5 20.0 33.0 12.4 10.1 Lane Group LOS C C C D C B B C B B Approach Delay 33.3 34.2 19.7 12.8 Approach LOS C C B B Intersection Delay 18.4 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:08 PM file:///C:/Users/synchro.user/AppData/Local/Temp/s2k5 l 54.tn1p 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period Midday Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 16 2 1 97 3 133 1 6 1223 90 107 1065 28 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.56 0.56 0.56 0.93 0.93 0.93 0.94 0.94 0.94 0.96 0.96 a96 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 38.9 24.6 23.2 Phasina Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= IY= IY= 8.0 G= 0.0 G= 0.0 G= 8.0 G= 20.0 G= 0.0 G= 0.0 4 4 Y= 0 JY= 0 1Y= 4 Y= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 Cycle Len th C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 29 6 104 146 6 1301 96 111 1109 29 Lane Group Capacity 230 230 446 206 230 1647 514 230 1647 514 v/c Ratio 0.13 0.03 0.23 0.71 10.03 0.79 0.19 0.48 0.67 a06 Green Ratio 0.13 0.13 1 0.13 10.13 0.13 0.33 0.33 0.13 10.33 0.33 Uniform Delay di 22.9 22.6 23.3 24.9 22.6 18.1 14.2 24.1 17.2 13.6 Delay Factor k 0.11 0.11 0.11 a27 0.11 0.34 0.11 0.11 0.25 0.11 Incremental Delay d2 0.2 0.0 0.3 10.7 0.0 2.7 0.2 1.6 1.1 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 23.2 122.7 23.5 35.6 22.7 20.8 14.4 25.7 18.3 13.6 Lane Group LOS C C C D C C B C B B Approach Delay 23.1 30.6 20.4 18.8 Approach LOS C C C B Intersection Delay 20.6 Intersection LOS C 771 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:32 PM file:///C:/tJsers/synchro.user/AppData/Local/Temp/s2k2765.tmp 10/20/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 10 1 0 140 1 122 1 3 1297 72 94 1623 27 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.55 0.55 0.55 0.78 0.78 0.78 0.95 0.95 0.95 0.94 0.94 0.94 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 1 0 0 1 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0.9 0 0 0 Minimum Pedestrian Time 38.9 38 24.6 23.2 Phasinq Excl. Left Thru & RT 03 04 Excl. Left I Thru & RT 07 08 Timing G= 8.0 IY= G= 8.0 G= 0.0 G= 0.0 JG= ]Y= 8.0 1 G= 30.0 G= 0.0 G= 0.0 ly= 4 IY= 4 IY= 0 0 JY= 4 JY= 4 Y= 0 0 Duration of Anal sis hrs = 0.25 1 1 Cycle Length C = 70.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 18 2 179 157 3 1365 76 100 1,1727 29 Lane Group Capacity 197 207 382 176 197 2118 661 197 2118 661 v/c Ratio 0.09 0.01 0.47 0.89 0.02 0.64 0.11 0.51 0.82 0.04 Green Ratio 0.11 10.11 0.11 10.11 0.11 0.43 0.43 0.11 0.43 0.43 Uniform Delay di 27.7 27.5 29.0 30.6 27.5 15.8 12.0 29.1 17.6 11.6 Delay Factor k 0.11 0.11 0.11 0.42 0.11 0.22 0.11 0.12 0.36 0.11 Incremental Delay d2 0.2 0.0 0.9 39.0 0.0 0.7 0.1 2.2 2.6 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 Control Delay 27.9 27.5 29.9 69.6 27.5 16.5 12.1 31.3 20.2 11.7 Lane Group LOS C I C C E C B B C C B Approach Delay 27.9 48.4 16.3 20.6 Approach LOS C D B C Intersection Delay j 21.5 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:09 PM file:///C:/Users/syiichro.user/AppData/Local/Temp/s2kB61 C.tmp 10/20/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information nal st EF Intersection 112 enc /Co. KHA urisdiction a Quinta Date Performed 11712014 nal sis Year nalvsis Time Period AM Peak East/West Street: Hw 111 North/South Street: Project Driveway Intersection Orientation: East-West Ptudy Period hrs : 0.25 hicle Volumes and Adjustments jor Street Eastbound Westbound vement Ilume 1 2 3 4 5 6 L T R L T R veh/h 792 29 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 792 29 0 0 0 Percent Heavy Vehicles 0 -- -- 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 1 0 0 0 Configuration 1 T R Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 11 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 11 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade N 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R (veh/h) 11 C (m) (veh/h) 803 /c 0.01 5% queue length 0.04 Control Delay (s/veh) 9.5 LOS A Approach Delay (s/veh) -- — 9.5 pproach LOS -- — A Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:10 PM file:///C:/Users/synchro.user/AppData/Local/Temp/u2lcA5E9.tmp 10/20/2014 Two -Way Stop Control Page 1 of 1 F r L TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st JEF Intersection 12 enc /Co. urisdiction La Quinta Date Performed J�HIA 014 knalysis Year nal sis Time Period Project Description 2015 With Project Condition East/West Street: HwyI1I North/South Street: Project Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 136 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 1374 136 0 0 0 Percent Heavy Vehicles 0 -- -- 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 1 0 0 0 Configuration T R Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 67 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 67 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R (veh/h) 67 C (m) (veh/h) 615 /c 0.11 95% queue length 0.36 Control Delay (s/veh) 11.6 LOS —=8 Approach Delay (s/veh) -- — 11.6 Approach LOS -- — B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 10/20/2014 7:29 PM file:///C:/Users/synchro.user/AppData/Local/Temp/u2k393.tmp 10/20/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ite Information st F Intersection 12 c /Co. HA urisdiction La Quinta Performed 11712014 nal sis Year sis Time Period M Peak ct Descri tion 2015 With Pro'ecf Condition West Street: H 111 North/South Street: Project Drivewaection Orientation: East-West [Da tud Period hrs : 0.25 icle Volumes and Adustments r Street EastboundWestbound ment 1 2 3 4 5 6 L T R L T R me veh/h 128 -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 1350 128 0 0 0 Percent Heavy Vehicles 0 -- -- 0 — -- Median Type Undivided FT Channelized 0 0 Lanes 0 2 1 0 0 0 Configuration T R UEstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 73 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 73 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R (veh/h) 73 C (m) (veh/h) 568 /c 0.13 95% queue length 0.44 Control Delay (s/veh) 12.3 OS 8 Approach Delay (s/veh) -- — 12.3 Approach LOS -- — e Copyright © 2008 University of Florida, All Rights Reserved HCS+ran Version 5.4 Generated: 10/20/2014 7:11 PM file:///C:/Users/synchro.user/AppData/Local/Temp/u2k9413.tmp 10/20/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information nal st JEF Intersection 13 enc /Co. JKHA Jurisdiction La Quinta Date Performed 11712014 Analysis Year nal sis Time Period 1AM Peak Project Description 2015 With Project Condition EastNVest Street: Simon Dr North/South Street: Project Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adiustments Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 12 61 29 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 12 61 0 0 29 10 Percent Heavy Vehicles 0 — -- 0 — — Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 3 14 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 0 3 0 14 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 12 17 C (m) (veh/h) 1584 1010 lc 0.01 0.02 5% queue length 0.02 0.05 Control Delay (s/veh) 7.3 8.6 LOS A A Approach Delay (s/veh)l 8.6 Approach LOS I - - -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 6/22/2014 2:44 PM file:///C:/Users/casey.seliooner/AppData/Local/Temp/u2kD49E.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 H TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst EF Intersection 13 en /Co. KHA Jurisdiction La Quinta Date Performed 11712014 Analysis Year Analysis Time Period Midday Peak Project Description 2015 With Project Condition EastNNest Street: Simon Dr North/South Street: Project Driveway Intersection Orientation: East-West jstud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 37 161 149 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 37 161 0 0 149 0 Percent Heavy Vehicles 0 -- — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 onfi uration L T TR U stream Si nal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 16 83 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 0 16 0 83 Perc4nLHeayy Vehicles 0 0 1 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela , Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 37 99 C (m) (veh/h) 1445 837 Ic 0.03 0.12 95% queue length 0.08 0.40 ontrol Delay (s/veh) 7.6 9.9 LOS A A Approach Delay (s/veh) — -- 9.9 Approach LOS — -- A Copyright© 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 2:45 PM file:///C:/Users/casey.seliooner/AppData/Local/Temp/u2k7757.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 r r TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st EF Intersection 13 enc /Co. KHA Jurisdiction La Quinta Date Performed 1/7/2014 IPM Analysis Year nal sis Time Period Peak Project Description 2015 With Project Condition East/West Street: Simon Dr North/South Street: Project Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 42 126 170 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 42 126 0 0 170 0 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 0 0 1 0 Configuration I L T TR Upstream Signal 1 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 20 93 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 0 20 0 93 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 42 113 C (m) (veh/h) 1420 814 /c 0.03 0.14 95% queue length 0.09 0.48 Control Delay (s/veh) 7.6 10.1 LOS A B Approach Delay (s/veh) — I -- 10.1 Approach LOS - -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 2:44 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/u2kB7B7.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 I TWO-WAY STOP CONTROL SUMMARY I General Information ISite Information Analyst EF Intersection Agency/Co. KHA urisdiction La Quinta Date Performed 11712014 nal sis Year Analysis Time Period Am Peak Descri tion 2015 With Project Condition Ero'ect East/West Street: Project Driveway North/South Street: Simon Dr Intersection Orientation: North-South[Study Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 0 75 71 17 Peak -Hour Factor, PHF 0.92 0.92 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 81 0 0 71 17 Percent Heavy Vehicles 0 -- -- 0 — -- Median Type Undivided RT Channelized 0 0 0 1 0 0 1 0 uration LT TR KL,,ama' amSi nal 0 0 Street Eastbound Westbound ent 7 8 9 10 11 12 L T R L T R Volume veh/h 5 0 2 0 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 5 0 2 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR LTR (veh/h) 0 0 7 C (m) (veh/h) 1520 853 /c 0.00 0.01 5% queue length 0.00 0.02 ontrol Delay (s/veh) 7.4 9.3 LOS A A Approach Delay (s/veh) -- — 9.3 Approach LOS -- — A Copyright © 2010 University of Florida, All Rights Reserved HCS+rM Version 5.6 Generated: 8/22/2014 5:43 PM file:///C:/Users/emily.foster/AppData/Local/Temp/u2kFEAD.tmp 8/22/2014 j� Two -Way Stop Control Page 1 of 1 r TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st JEF enc /Co. HA a Quinta Date Performed 11712014 Usis nal sis Time Period IMidday Peak Project Description 2015 With Project Condition East/West Street: Project DrivewayNorth/South Street: Simon Dr Intersection Orientation: North -South IStudy Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 0 236 185 56 Peak -Hour Factor, PHF 0.92 0.92 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 256 0 0 185 56 Percent Heavy Vehicles 0 -- -- 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 1 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 24 0 8 0 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 24 0 8 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR LR Dela , Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR LTR - (veh/h) 0 0 32 (m) (veh/h) 1337 563 lc 0.00 0.06 95% queue length 0.00 am Control Delay (s/veh) 7.7 11.8 LOS A 8 Approach Delay (s/veh) Approach LOS -- — 8 Copyright© 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 5:36 PM file:///C:/Users/emily.foster/AppData/Local/Temp/u2kF7AB.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISIte Information Analyst F Intersection 79'ency/Co. urisdiction a Quinta Date Performed 712014 �HA nal sis Year Analysis Time Period M Peak Project Description 2015 With Project Condition East/West Street: Project Driveway North/South Street: Simon Dr Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 0 179 145 63 Peak -Hour Factor, PHF 0.92 0.92 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 194 0 0 145 63 Percent Heavy Vehicles 0 -- -- 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 31 0 10 0 10 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 31 0 10 0 0 10 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR LR Dela , Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 LT LR LTR h/h) 0 10 41 rLa2ne'Configuration (veh/h) 1375 853 631 0.00 0.01 0.06 queue length 0.00 0.04 0.21 ol Delay (s/veh) 7.6 9.3 11.1 LOS A A B Approach Delay (s/veh) -- -- I 9.3 11.1 Approach LOS -- — A B Copyright © 2010 University of Florida, All Rights Reserved HCS+Tm Version 5.6 Generated: 8/22/2014 5:36 PM file:///C:/Users/emily.foster/AppData/Local/Temp/u2k5D2 Ltmp 8/22/2014 F r r F L La Quinta Square Traffic Impact Analysis I Kim ey>Morn L La Quinta, California Appendix H: Analysis Worksheets for Cumulative (2035) Conditions Detailed Report Page 1 of 2 r F HCS+T" DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 2 2 3 1 3 3 1 3 3 0 Lane GroupL T R L T R L T R L TR Volume, V v h 102 796 480 151 990 355 975 1696 131 507 1595 76 % HeavyVehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-upLost Time, Ii 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, I 1.000 .000 .000 .000 .000 .000 1.000 .000 .000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 115 0 0 85 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.9 47.5 43.2 50.3 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RJY= 07 08 Timing G=8.0 G=21.0 G=0.0 G=0.0 1Y= G=20.0 G=35.0G=0.0 1Y= Y= 4 Y= 4 Y= 0 a Y= 4 Y= 4 0 0 Duration of Analysis, T = 0.25 C cle Len th, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB I NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 102 796 365 151 990 270 975 1696 131 507 1671 Lane Group Capacity, c 268 1038 573 268 1038 332 939 1729 540 939 1717 v/c Ratio, X 0.38 0.77 0.64 0.56 0.95 0.81 1.04 0.98 0.24 0.54 0.97 Total Green Ratio, g/C 0.08 0.21 0.21 0.08 0.21 0.21 0.20 0.35 0.35 0.20 0.35 Uniform Delay, d, 43.6 37.2 36.0 44.3 39.0 37.6 40.0 32.2 23.1 35.9 32.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.32 0.22 0.16 0.46 0.35 0.50 0.49 0.11 0.14 0.48 Incremental Delay, d2 0.9 3.5 2.4 2.7 17.9 14.3 139.8 17.3 0.2 E6 15.8 file:///C:/Users/emity.foster/AppData/Local/Temp/s2k8526.tmp 1/8/2014 Detailed Report Page 2 of 2 [J Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 44.6 40.7 38.4 47.0 56.9 51.9 79.8 49.4 23.3 36.5 47.8 Lane Group LOS D D D D E D E D C D D Approach Delay 40.3 54.9 58.8 45.2 Approach LOS D D E D Intersection Delay 51.1 X� = 0.95 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 4:15 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k8526.tmp 1/8/2014 ill Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT TH RT Number of Lanes, Ni 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume, V v h 216 1168 735 310 821 700 705 1664 215 712 1375 91 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 13.0 3.0 3.0 3.0 Filtedn /Meterin , I 1.000 .000 F.000 .000 .000 .000 1.000 .000 .000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 140 0 0 133 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.9 47.5 43.2 50.3 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 25.0 G= 0.0 G= 0.0 1Y= G= 14.0 IY= G= 32.0 G= 0.0 G= 0.0 Y= 4 Y= 4 Y= 0 0 4 Y= 4 IY= 0 IIY= 0 Duration of Analysis, T = 0.25 C cle Length, C = 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 216 1168 595 310 821 567 705 1664 215 712 1466 Lane Group Capacity, c 282 1300 718 282 1300 417 692 1664 519 692 1649 v/c Ratio, X 0.77 0.90 0.83 1.10 0.63 1.36 1.02 1.00 0.41 1.03 0.89 Total Green Ratio, g/C 0.08 0.26 0.26 0.08 0.26 0.26 0.15 0.34 0.34 0.15 0.34 Uniform Delay, d, 42.6 33.8 33.0 43.5 30.9 35.0 40.5 31.5 24.3 40.5 29.8 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Delay Calibration, k 0.32 0.42 0.37 0.50 0.21 0.50 10.50 0.50 0.11 10.50 10.41 Incremental Delay, d2 11.9 8.7 8.0 182.8 11.0 176.8 39.0 22.1 0.5 41.8 1 6.4 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k4ECE.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 54.5 42.4 41.0 126.3 31.9 211.8 79.5 53.6 24.8 82.3 36.2 Lane Group LOS D D D F I C F E D C F D Approach Delay 43.3 109.2 58.3 51.3 Approach LOS D F E D Intersection Delay 63.2 X = 1.13 Intersection LOS E Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 4:30 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k4ECE.tmp 1 /8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period Midday Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horiszon Year Conditions Volume and Timinca Innut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, Ni 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume, V v h 210 1166 530 245 1156 666 714 1010 165 839 1124 120 % Heavy Vehicles, %oHV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Met , I 1.000 tO3.0 .000 .000 .000 .000 1.000 .000 .000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 127 0 0 160 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.9 47.5 43.2 50.3 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 22.0 G= 0.0 G= 0.0 G= 16.0 G= 23.0 G= 0.0 G= 0.0 Y= 4 IY= 4 Y= 0 Y= 0 Y= 4 Y= 4 Y= 0 IIY= 0 Duration of Analysis, T = 0.25 C cle Len th, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 210 1166 403 245 1156 506 714 1010 165 839 1244 Lane Group Capacity, c 315 1279 706 315 1279 410 884 1337 417 884 1317 v/c Ratio, X 0.67 0.91 0.57 0.78 0.90 1.23 0.81 0.76 0.40 0.95 0.94 Total Green Ratio, g/C 0.09 0.26 0.26 0.09 0.26 0.26 0.19 0.27 0.27 0.19 0.27 Uniform Delay, d, 37.2 30.6 27.4 37.6 30.5 31.5 33.0 28.4 25.3 371 30.4 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.24 0.43 0.17 0.33 0.42 0.50 0.35 0.31 0.11 0.46 0.46 Incremental Delay, d2 5.3 10.0 1 1.1 11.7 9.3 124.9 5.6 2.5 0.6 19.1 13.7 file:///C:/Users/emily.foster/AppData/Local/Temp/s2klAA7.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 Control Delay 42.5 40.6 28.5 49.3 39.7 156.4 38.6 30.9 25.9 53.2 44.1 Lane Group LOS D D C D D F D C C D D Approach Delay 38.1 71.9 33.4 47.8 Approach LOS D E C D Intersection Delay 48.0 X� = 1.02 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 4:23 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kl AA7.tmp 1 /8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timinca InDu EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR DefL TR DefL TR Volume, V v h 110 2089 66 138 1718 93 124 31 108 241 37 31 % Heavy Vehicles, %HV 2 1 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 .000 1.000 1.000 1.000 .000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 1 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 24.6 24.6 38.9 38.9 Excl. Left Thru & RT 03 04 NS Perm 06 07 08 tPhasitnj G= 8.0 G= 45.0 G= 0.0 G= 0.0 1Y= G= 17.0 G= 0.0 G= 0.0 1Y= G= 0.0 ly= Y= 4 Y= 4 Y= 0 0 IY= 4 Y= 0 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 82.0 Lane Group CapacittVyy,Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT I TH RT Adjusted Flow Rate, v 110 2155 138 1811 124 139 241 68 Lane Group Capacity, c 168 2699 168 2691 275 332 251 350 v/c Ratio, X 0.65 a80 0.82 0.67 0.45 0.42 0.96 0.19 Total Green Ratio, g/C 0.10 0.55 0.10 0.55 a21 0.21 0.21 0.21 Uniform Delay, di 35.7 14.9 36.3 113.2 28.4 28.2 32.2 26.8 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.23 0.34 0.36 0.24 0.11 0.11 10.47 0.11 Incremental Delay, d2 8.9 1 1.8 1 26.7 0.7 1.2 0.9 45.7 0.3 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k5C90.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 44.5 16.6 63.0 13.9 29.6 29.1 77.8 27.1 Lane Group LOS D 8 E I 8 C C E C Approach Delay 18.0 17.4 29.3 66.7 Approach LOS 8 8 C E Intersection Delay 21.5 X = 0.84 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 4:44 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k5C90.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, N1 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR DefL TR DefL TR Volume, V v h 52 1294 64 54 1526 37 68 6 58 1 56 12 10 % Heavy Vehicles, %HV 2 1 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 Unit Extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filterin /Meterin , 1 E3.O .000 1.000 1.000 1.000 .000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike I RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 24.6 24.6 38.9 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 9.0 G= 27.0 IY= G= 0.0 G= 0.0 1Y= IY= G= 12.0 G= 0.0 G= 0.0 G= 0.0 Y= 4 4 Y= 0 0 4 Y= 0 IY= 0 IIY= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 60.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 52 1358 54 1563 68 64 56 22 Lane Group Capacity, c 258 2208 258 2215 277 313 259 338 v/c Ratio, X 0.20 0.62 0.21 0.71 0.25 0.20 0.22 0.07 Total Green Ratio, g/C 0.15 0.45 0.15 0.45 0.20 0.20 0.20 0.20 Uniform Delay, di 22.4 12.5 22.4 13.3 20.2 20.0 20.1 19.5 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.20 0.11 0.27 0.11 0.11 0.11 0.11 Incremental Delay, d2 0.4 0.5 0.4 1.0 0.5 0.3 0.4 0.1 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kC779.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 1 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 22.7 13.1 22.8 14.3 20.7 20.3 20.5 19.5 Lane Group LOS C B C I B C C C LB - Approach Delay 13.4 14.6 20.5 20.2 Approach LOS B B C C Intersection Delay 14.5 X = 0.50 Intersection LOS B copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:08AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kC779.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period Midday Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timinct InDu EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR LTR DefL TR Volume, V v h 143 1778 74 136 1719 88 122 41 150 245 55 38 % Heavy Vehicles, %HV 2 2 2 1 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.0 00 1.000 1.000 1.000 1.000 1.000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 24.6 24.6 38.9 38.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G=8.0 IY= G=31.0 G=0.0 G=0.0 1Y= IY= G=24.0 G=0.0 G=0.0 1Y= G=0.0 1Y= Y= 4 4 Y= 0 0 4 Y= 0 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 75.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SIB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 143 1852 136 1807 313 245 93 Lane Group Capacity, c 184 2030 184 2027 824 311 545 v/c Ratio, X 0.78 0.91 0.74 0.89 0.38 0.79 0.17 Total Green Ratio, g/C o.11 0.41 0.11 0.41 0.32 0.32 0.32 Uniform Delay, di 32.6 20.7 32.5 20.4 19.7 23.2 18.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.33 0.43 0.30 0.42 0.11 0.33 0.11 Incremental Delay, d2 18.8 1 6.8 1 14.6 1 5.5 0.3 12.7 0.1 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k41AB.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 1 0.0 10.0 10.0 1 0.0 0.0 Control Delay 51.4 27.5 47.1 25.9 20.0 35.9 18.5 Lane Group LOS D C D C C D B Approach Delay 29.2 27.4 20.0 31.1 Approach LOS C C C C Intersection Delay 28.0 X = 0.85 Intersection LOS C copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:09 AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k4l AB.tmp 1 /8/2014 Detailed Report Page 1 of 2 r r HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timincat InDu EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume, V v h 93 2179 140 240 1680 136 166 37 166 108 54 93 % Heavy Vehicles, %HV 2 1 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 .000 = 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 18.9 18.9 38.9 38.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 8.0 IY= G= 33.0 G= 0.0 G= 0.0 1Y= G= 12.0 G= 0.0 G= 0.0 G= 0.0 1Y= Y= 4 4 Y= 0 0 IY= 4 Y= 0 Y= 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH I RT LT TH I RT Adjusted Flow Rate, v 93 2179 140 240 1816 369 108 147 Lane Group Capacity, c 212 2509 783 212 2480 449 143 303 v/c Ratio, X 0.44 0.87 0.18 1.13 0.73 0.82 0.76 0.49 Total Green Ratio, g/C 0.12 0.51 0.51 0.12 0.51 0.18 0.18 0.18 Uniform Delay, di 26.4 14.1 8.7 28.5 12.5 25.5 125.1 123.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.40 0.11 0.50 0.29 0.36 0.31 0.11 Incremental Delay, dz 1.5 3.6 0.1 101.9 1.1 11.7 20.3 1.2 file:///C:/Users/emity.foster/AppData/Local/Temp/s2kF755.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 27.9 17.6 8.8 130.4 13.7 37.1 45.4 25.0 Lane Group LOS C B A F B D D C Approach Delay 17.5 27.3 37.1 33.6 Approach LOS B C D C Intersection Delay 23.7 XC = 0.90 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved !-/CS+TM Version 5.4 Generated: 118/2014 4:58 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kF755.tmp 1/8/2014 Detailed Report Page 1 of 2 r HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume, V v h 72 1139 76 167 1467 97 58 27 91 41 29 82 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-upLost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 .000 .000 1.000 1.000 1 1.000 1 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 18.9 18.9 38.9 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 1 08 Timing G= 14.0 G= 20.0 G= 0.0 G= 0.0 1Y= G= 14.0 G= 0.0 G= 0.0 G= 0.0 Y= 4 IY= 4 Y= 0 0 IY= 4 Y= 0 IY= 0 1Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 72 1139 76 167 1564 176 41 111 Lane Group Capacity, c 402 1647 514 402 1632 625 271 376 v/c Ratio, X 0.18 0.69 0.15 0.42 0.96 0.28 0.15 0.30 Total Green Ratio, g/C 0.23 0.33 0.33 0.23 0.33 0.23 0.23 0.23 Uniform Delay, di 18.4 17.3 14.0 19.5 19.6 18.9 18.3 18.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.26 0.11 0.11 0.47 0.11 0.11 0.11 Incremental Delay, d2 0.2 1.3 0.1 0.7 13.7 0.2 a3 0.4 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k7BO7.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 18.6 18.6 14.2 20.2 33.3 19.1 18.5 19.4 Lane Group LOS B B B C C B B B Approach Delay 18.3 32.0 19.1 19.2 Approach LOS B C B B Intersection Delay 25.5 X = 0.61 Intersection LOS C copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:16 AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k7BO7.tmp 1/8/2014 Detailed Report Page 1 of 2 r HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 4 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timina In ut EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume, V v h 389 1701 273 190 1750 304 226 633 99 276 518 193 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 1 2 2 Peak -Hour Factor, PHF 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 11.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 13.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike I RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 33 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm 11 Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 36.1 33.2 46.1 46.1 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 9.0 G= 29.0 G= 0.0 G= 0.0 1Y= G= 10.0 G= 12.0 G= 0.0 G= 0.0 Timing Y= 4 IY= 4 Y= 0 0 IY= 4 Y= 4 Y= 0 Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 76.0 Lane Group Capacity, Control Dela `, and LOS Determination EB I WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 389 1701 273 190 1750 304 226 633 99 276 518 160 Lane Group Capacity, c 396 1885 588 396 1885 588 440 545 243 440 545 243 v/c Ratio, X 0.98 0.90 0.46 0.48 0.93 0.52 0.51 1.16 0.41 0.63 0.95 0.66 Total Green Ratio, g/C 0.12 0.38 0.38 0.12 0.38 0.38 a 13 0.16 0.16 0.13 a 16 0.16 Uniform Delay, di 33.4 22.2 17.7 31.3 22.5 18.1 30.7 32.0 28.8 31.2 31.7 30.1 Progression Factor, PF 1.000 1.000 V 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.49 10.42 10.11 10.11 10.44 10.12 10.12 10.50 10.11 10.21 10.46 10.237 file:///C:/Users/emily.foster/AppData/Locat/Temp/s2k98D5.tmp 1 /9/2014 Detailed Report Page 2 of 2 11 Delay Calibration, k Incremental Delay, d2 40.4 6.5 0.6 0.9 8.7 0.8 1 1.0 91.5 1.1 2.8 26.6 6.4 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 73.8 28.7 18.2 32.2 31.2 18.9 31.8 123.5 29.9 34.1 58.3 36.5 Lane Group LOS E C B C C B C F C C E D Approach Delay 34.9 29.6 92.2 47.7 Approach LOS C C F D Intersection Delay 43.4 Xc = 0.93 Intersection LOS D copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version5.4 Generated: 1/9/2014 8:23AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k98D5.tmp 1/9/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 4 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, N1 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume, V v h 168 1034 160 126 1151 80 1336 531 37 106 656 137 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A 12.0 A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 24 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 1 0 0 0 0 0 1 0 0 0 0 0 Min. Time for Pedestrians, GP 36.1 33.2 46.1 46.1 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 IY= IY= G= 20.0 G= 0.0 G= 0.0 1Y= G= 8.0 IY= G= 13.0 G= 0.0 G= 0.0 1Y= 1Y= 4 4 Y= 0 0 4 Y= 4 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted Flow Rate, v 168 1034 160 126 1151 80 336 531 37 106 656 113 Lane Group Capacity, c 412 1520 474 412 1520 474 412 691 308 412 691 308 v/c Ratio, X 0.41 a68 0.34 0.31 0.76 0.17 0.82 0.77 0.12 0.26 a95 0.37 Total Green Ratio, g/C 0.12 0.31 0.31 a12 0.31 a31 0.12d24.6 a20 0.20 0.12 a20 0.20 Uniform Delay, di 26.3 19.7 17.4 26.0 2a3 16.4 27.8 21.3 25.8 25.7 22.4 Progression Factor, PF 1.000 1.000 V 000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 0.11 10.25 10.11 10.11 10.31 10.11 10.36 10.32 10.11 10.11 10.46 10.11 file:///C:/Users/emily.foster/AppData/Local/Temp/s2kE45.tmp 1/9/2014 Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 0.7 1.3 0.4 0.4 2.2 0.2 12.0 5.3 0.2 0.3 22.6 0.7 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 27.0 21.0 17.8 26.4 22.6 16.6 39.8 29.8 21.5 26.1 48.3 23.2 Lane Group LOS C C B C C B D C C C D C Approach Delay 21.3 22.6 33.2 42.3 Approach LOS C C C D Intersection Delay 28.2 X = 0.76 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1 /9/2014 8:25 AM file:///C:/ Jsers/emily.foster/AppData/Local/Temp/s2kE45.tmp 1/9/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timinct In ut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume, V v h 157 2194 312 373 1686 336 240 79 270 427 57 83 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 1 2 2 Peak -Hour Factor, PHF 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 .000 .000 .000 .000 EO 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 24.6 23.2 40.3 40.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 IY= G= 42.0 G= 0.0 G= 0.0 1Y= G= 12.0 G= 11.0 G= 0.0 G= 0.0 JY= Y= 4 4 Y= 0 0 IY= 4 Y= 4 Y= 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 89.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT I TH RT LT TH RT Adjusted Flow Rate, v 157 2194 312 373 2022 240 79 270 427 140 Lane Group Capacity, c 301 2332 728 301 2273 232 224 191 451 204 v/c Ratio, X 0.52 0.94 0.43 1.24 0.89 1.03 0.35 1.41 0.95 0.69 Total Green Ratio, g/C 0.09 0.47 0.47 0.09 0.47 0.13 0.12 0.12 0.13 0.12 Uniform Delay, d, 38.7 22.3 15.6 40.5 21.4 38.5 35.7 39.0 38.2 37.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Delay Calibration, k 0.13 0.45 0.11 0.50 0.41 0.50 0.50 0.46 0.26 Incremental Delay, d2 1.6 8.5 0.4 132.8 4.8 68.4 1.09214.1 29.3 9.2 file:///C:/Users/emily.foster/AppData/LocaUTemp/s2klA88.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 40.3 30.8 16.0 173.3 26.2 106.9 36.7 253.1 67.5 46.6 Lane Group LOS D C 8 F C F D F E D Approach Delay 29.6 49.1 164.5 62.3 Approach LOS C D F E Intersection Delay 52.9 X� = 1.06 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 5:06 PM L I file:///C:/Users/emily.foster/AppData/Locat/Temp/s2kl A88.tmp 1/8/2014 Detailed Report Page 1 of 2 L L HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume, V v h 44 974 161 201 1326 130 1119 7 102 70 30 16 % Heavy Vehicles, %HV 2 1 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, I 1.000 .000 .000 .000 .000 1.000 1.000 .000 1.000 EO Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Ns 1 0 1 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 24.6 23.2 40.3 40.3 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 18.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 10.0 G= 0.0 1Y= G= 0.0 1Y= Y= 4 IY= 4 Y= 0 0 IY= 4 Y= 4 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 60.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH I RT LT TH RT LT TH RT Adjusted Flow Rate, v 44 974 161 201 1 1456 119 7 102 70 46 Lane Group Capacity,c 446 1482 463 446 1462 230 302 257 446 287 v/c Ratio, X 0.10 0.66 0.35 0.45 1.00 0.52 0.02 0.40 0.16 0.16 Total Green Ratio, g/C 0.13 0.30 0.30 0.13 0.30 0.13 0.17 0.17 0.13 0.17 Uniform Delay, di 22.8 18.3 16.4 24.0 21.0 24.2 20.9 22.3 123.0 21.4 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.23 0.11 0.11 0.50 0.12 0.11 0.11 0.11 0.11 Incremental Delay, d2 0.1 1.1 0.5 0.7 22.5 2.1 0.0 1.0 0.2 10.3 file:///C:lUsers/emily.foster/AppData/Local/Temp/s2k859D.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 22.9 19.4 16.9 24.7 43.5 26.3 20.9 23.3 23.2 21.7 Lane Group LOS C 8 8 C D C C C C C Approach Delay 19.2 41.2 24.8 22.6 Approach LOS 8 D C C Intersection Delay 31.2 Xc = 0.67 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:26AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k859D.tmp 1/8/2014 Detailed Report Page 1 of 2 L HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 6 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume, V v h 312 1828 125 336 1803 456 246 575 1282 354 615 208 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 1 2 2 1 2 2 Peak -Hour Factor, PHF 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 Z0 2.0 12.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 30.3 30.3 40.3 40.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 8.0 G= 30.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 13.0 G= 0.0 G= 0.0 1Y= Timing Y= 4 Y= 4 Y= 0 0 Y= 4 Y= 4 Y= 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 75.0 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 312 1828 125 336 1803 456 246 575 282 354 615 208 Lane Group Capacity, c 357 1976 617 357 1976 617 357 599 267 357 599 267 v/c Ratio, X 0.87 a 93 0.20 a 94 0.91 0.74 0.69 a 96 1.06 0.99 1. 03 0.78 Total Green Ratio, g/C 0.11 0.40 0.40 0.11 a40 0.40 0.11 a 17 0.17 0.11 0.17 a 17 Uniform Delay, di 33.0 21.4 114.7 33.3 21.3 19.2 32.3 30.7 31.0 33.5 31.0 29.6 Progression Factor, P F 1.000 1.000 .000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 10.40 10.44 10.11 10.45 10.43 10.30 10.26 10.47 10.50 10.49 10.50 0.33 L file:///C:/Users/emil .foster/A Data/LocaUTemp/s2k296A.tmp Y PP 1/8/2014 Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 20.6 8.0 0.2 32.8 7.0 4.7 5.5 27.0 70.6 45.3 43.8 13.7 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 53.6 29.5 14.9 66.0 28.2 23.9 37.8 57.8 101.6 78.7 74.8 43.3 Lane Group LOS D C 8 E C C D E F E E D Approach Delay 32.0 32.4 64.5 70.4 Approach LOS C C E E Intersection Delay 43.5 Xc = 0.96 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:33AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k296A.tmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 6 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timinq In ut EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume, V v h 112 911 115 144 951 216 156 626 96 351 568 207 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 1 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-upLost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2 0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 6.0 0.0 10.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 30.3 30.3 40.3 40.3 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 8.0 G= 21.0 G= 0.0 G= 0.0 G= 8.0 IY= G= 12.0 G= 0.0 1Y= G= 0.0 1Y= Timing Y= 4 Y= 4 Y= 0 Y= 0 4 Y= 4 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT I TH RT LT TH RT Adjusted Flow Rate, v 112 911 115 144 951 216 156 626 96 351 568 207 Lane Group Capacity, c 412 1596 498 412 1596 498 412 637 285 412 637 285 v/c Ratio, X 0.27 0.57 0.23 0.35 0.60 0.43 0.38 0.98 0.34 0.85 0.89 0.73 Total Green Ratio, g/C 0.12 0.32 0.32 0.12 0.32 0.32 0.12 0.18 0.18 0.12 0.18 0.18 Uniform Delay, di 25.9 18.3 16.1 26.1 18.4 17.3 26.2 26.4 23.0 27.9 25.9 25.0 Progression Factor, PF 1.000 1.000 1�- 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.11 0.17 0.11 0.11 0.18 0.11 0.11 0.49 0.11 0.38 0.42 0.29 file:HIC:/Users/emily.foster/AppData/LocaUTemp/s2kCDFF.tmp 1/8/2014 Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 0.4 0.5 0.2 0.5 0.6 0.6 0.6 31.2 0.7 15.7 14.8 9.0 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 26.2 18.8 16.3 26.6 19.1 17.9 26.8 57.6 23.7 43.6 40.7 33.9 Lane Group LOS C B B C B B C E C D D C Approach Delay 19.2 19.7 48.4 40.3 Approach LOS B B D D Intersection Delay 30.5 Xc = 0.69 Intersection LOS C copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:32 AM file:///C:/tJsers/emily.foster/AppData/Local/Temp/s2kCDFF.tmp 1/8/2014 Detailed Report Page 1 of 2 r r L L HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume, V v h 124 912 182 240 1586 55 140 13 97 52 3 79 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 11.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, Ii 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 .0 3.0 3.0 Filterin /Meterin , I 1.000 .000 .000 .000 W33 J.0 00 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 26.1 23.2 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 14.0 IY= IY= G= 19.0 G= 0.0 G= 0.0 IY= G= 15.0 G= 0.0 G= 0.0 G= 0.0 ly= 4 4 Y= 0 Y= 0 4 Y= 0 Y= 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 60.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH I RT LT TH RT Adjusted Flow Rate, v 124 912 182 240 1586 55 140 110 52 82 Lane Group Capacity, c 781 1565 488 781 1565 488 319 749 310 388 v/c Ratio, X 0.16 0.58 0.37 0.31 1.01 0.11 0.44 0.15 0.17 0.21 Total Green Ratio, g/C 0.23 0.32 10.32 0.23 0.32 0.32 0.25 0.25 0.25 0.25 Uniform Delay, di 18.3 17.2 15.9 19.0 20.5 14.5 19.0 17.5 17.6 17.8 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.17 0.11 0.11 0.50 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d2 0.1 0.6 0.5 0.2 26.1 0.1 1.0 0.1 0.3 0.3 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k9EE2.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 18.4 17.7 16.4 19.2 46.6 14.6 19.9 17.6 17.9 18.1 Lane Group LOS B B B B D B B B 8 I B Approach Delay 17.6 42.2 18.9 18.0 Approach LOS B D B B Intersection Delay 31.0 X� = 0.63 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:39AM file:///C:/Users/emily.foster/AppData/Local/'Femp/s2k9EE2.tmp 1 /8/2014 Detailed Report Page 1 of 2 r L L HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume, V v h 387 2384 664 763 1962 143 564 79 303 195 43 210 % HeavyVehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-upLost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 Unit Extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 .0 3.0 3.0 Filterin /Meterin , 1 1.000 .000 .000 .000 .000 .000 J33 000 1.000 1.000Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 .0 0.0 0.0 Ped /Bike / RTOR Plumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 04 0 Min. Time for Pedestrians, Gp 26.1 23.2 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 8.0 G= 25.0 G= 0.0 G= 0.0 G= 20.0 G= 0.0 G= 0.0 G= 0.0 1Y= Y= 4 IY= 4 Y= 0 Y= 0 IY= 4 Y= 0 Y= 0 0 Duration of Analysis, T = 0.25 Cycle Len th, C = 65.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 387 2384 664 763 1962 143 564 382 195 253 Lane Group Capacity,c 412 1900 593 412 1900 593 280 936 294 489 v/c Ratio, X 0.94 1.25 1.12 1.85 1.03 0.24 2.01 0.41 0.66 0.52 Total Green Ratio, g/C 0.12 0.38 0.38 0.12 0.38 0.38 a31 0.31 0.31 0.31 Uniform Delay, di 28.3 20.0 20.0 28.5 20.0 13.6 22.5 17.8 119.6 18.5 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.45 0.50 0.50 0.50 0.50 0.11 0.50 0.11 0.24 0.12 Incremental Delay, d2 29.5 119.1 74.4 392.6 29.6 0.2 468.9 0.3 5.5 1.0 file:///C:iUsers/emily.foster/AppData/Local/Temp/s2kBAFC.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay 57.7 139.1 94.4 421.1 49.6 13.8 491.4 18.1 25.1 19.5 Lane Group LOS E F F F D B F B C I B Approach Delay 121.3 146.6 300.3 21.9 Approach LOS F F F C Intersection Delay 147.0 Xc = 1.63 Intersection LOS F Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:41 AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kBAFC.tmp 1/8/2014 Detailed Report Page 1 of 2 I HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timincat Ininut EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume, V v h 151 917 307 176 919 395 394 983 142 448 1552 173 % Heavy Vehicles, %HV 2 2 2 2 2 2 1 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 11.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A 12.0 A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 13.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 61 0 0 79 0 0 28 0 0 35 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 41.8 41.8 37.5 38.9 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 8.0 G= 16.0 G= 0.0 G= 0.0 ly= G= 8.0 G= 21.0 G= 0.0 1Y= G= 0.0 Timing Y= 4 Y= 4 Y= 0 0 IY= 4 Y= 4 0 11Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 69.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH I RT LT TH RT Adjusted Flow Rate, v 151 917 246 176 919 316 394 983 114 448 1552 138 Lane Group Capacity, c 388 1146 358 388 1146 358 388 1504 469 388 1504 469 v/c Ratio, X 0.39 0.80 0.69 0.45 0.80 0.88 1.02 0.65 0.24 1.15 1.03 0.29 Total Green Ratio, g/C 0.12 0.23 0.23 0.12 0.23 0.23 0.12 0.30 0.30 0.12 a30 0.30 Uniform Delay, di 28.2 25.0 24.2 28.5 25.0 25.6 30.5 20.8 18.0 30.5 24.0 18.3 Progression Factor, PF 1.000 1.000 .000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.11 10.34 10.26 10.11 10.35 10.41 10.50 10.23 10.11 10.50 10.50 10.11 file:///C:/Users/emily. foster/AppData/Local/Temp/s2k5 l 54.tmp 1/9/2014 Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 0.6 4.1 5.4 0.8 4.2 21.9 49.7 1.0 1 0.3 95.0 31.8 0.4 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 28.9 29.1 29.7 29.3 29.2 47.5 80.2 21.9 18.3 125.5 55.8 18.7 Lane Group LOS C C C C C D F C 8 F E 8 Approach Delay 29.2 33.3 37.0 68.0 Approach LOS C C D E Intersection Delay 45.0 Xc = 0.92 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/9/2014 8:35AM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k5 l 54.tmp 1/9/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timina Input EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume, V v h 513 1643 746 318 1874 584 460 1147 172 640 1308 321 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 1 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 150 0 0 117 0 0 34 0 0 64 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 F 0 0 0 0 Min. Time for Pedestrians, GP 41.8 41.8 37.5 38.9 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 11.0 G= 25.0 G= 0.0 G= 0.0 1Y= G= 13.0 G= 20.0 G= 0.0 G= 0.0 Timing Y= 4 IY= 4 Y= 0 0 IY= 4 Y= 4 Y= 0 IIY= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH I RT LT I TH RT Adjusted Flow Rate, v 513 1643 596 318 1874 467 460 1147 138 640 1308 257 Lane Group Capacity, c 433 1453 454 433 1453 454 512 1163 363 512 1163 363 v/c Ratio, X 1.18 1.13 1.31 0.73 1.29 1.03 0.90 0.99 0.38 1.25 1.12 0.71 Total Green Ratio, g/C 0.13 0.29 0.29 0.13 0.29 0.29 0.15 0.24 0.24 0.15 0.24 0.24 Uniform Delay, di 37.0 30.0 30.0 35.6 30.0 30.0 35.4 32.4 27.3 36.0 32.5 29.8 Progression Factor, PF 1.000 1.000 1�- 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.50 0.50 0.50 0.29 0.50 0.50 0.42 0.49 0.11 0.50 0.50 0.27 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k3955.tmp 1/9/2014 Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 104.4 68.1 155.8 6.4 135.7 49.8 18.6 23.0 0.7 128.0 67.7 6.2 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 141.4 98.1 185.8 42.0 165.7 79.8 54.0 55.4 28.0 164.0 100.2 36.1 Lane Group LOS F F F D F E D E C F F D Approach Delay 125.2 135.8 52.8 111.2 Approach LOS F F D F Intersection Delay 111.4 X = 1.23 Intersection LOS F copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/9/2014 8:36 AM file:///C:/IJsers/emily.foster/AppData/Local/Temp/s2k3955.tmp 1/9/2014 Detailed Report Page 1 of 2 r I HCS+" DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume, V v h 230 1401 578 238 1501 453 781 1509 151 404 1535 471 % Heavy Vehicles, %HV 1 2 1 2 1 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.9 38.9 34.6 34.6 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 24.0 G= 0.0 G= 0.0 iy= G= 13.0 G= 19.0 G= 0.0 G= 0.0 1Y= Y= 4 Y= 4 Y= 0 0 IY= 4 Y= 4 0 IIY= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 80.0 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TN I RT LT I TH RT Adjusted Flow Rate, v 230 1401 578 238 1501 453 781 1509 151 404 1535 471 Lane Group Capacity, c 335 1482 463 335 1482 463 544 1173 366 544 1173 366 v/c Ratio, X 0.69 0.95 1.25 0.71 1.01 0.98 1.44 1.29 0.41 0.74 1.31 1.29 Total Green Ratio, g/C 0.10 0.30 0.30 0.10 0.30 0.30 0.16 0.24 0.24 0.16 0.24 0.24 Uniform Delay, d, 34.8 127.4 28.0 34.9 28.0 27.7 33.5 30.5 25.8 31.9 30.5 30.5 Progression Factor, PF 1.000 1.000 V 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.26 10.46 10.50 10.27 10.50 10.48 10.50 10.50 10.11 10.30 10.50 10.50 '`� file:///C:/Users/emily.foster/AppData/Locat/Temp/s2k553Ltmp 1/8/2014 Detailed Report Page 2 of 2 U Delay Calibration, k Incremental Delay, d2 5.8 12.7 128.7 6.9 26.6 36.1 206.4 135.5 0.8 5.5 145.1 148.3 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 40.6 40.0 156.7 41.7 54.6 63.8 239.9 166.0 26.5 37.4 175.6 178.8 Lane Group LOS D D F D D E F F C D F F Approach Delay 70.6 55.1 181.0 153.1 Approach LOS E E F F Intersection Delay 117.5 X = 1.24 Intersection LOS F Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:51 AM file:///C:/lJsers/emily.foster/AppData/Local/Temp/s2k553 Ltmp 1/8/2014 Detailed Report Page 1 of 2 HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timing In ut EB WB NB SIB LT TH RT LT TH RT LT TH 11 RT LT TH RT Number of Lanes, Ni 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume, V v h 465 1654 752 203 2020 558 824 1891 195 384 1620 438 % Heavy Vehicles, %aHV 2 2 2 2 2 2 1 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 13.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 1112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 38.9 38.9 34.6 34.6 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 G= 9.0 IY= G= 24.0 G= 0.0 G= 0.0 iy= G= 10.0 G= 26.0 G= 0.0 G= 0.0 Timing Y= 4 4 Y= 0 0 IY= 4 Y= 4 IY= 0 11Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 465 1654 752 203 2020 558 824 1891 195 384 1620 438 Lane Group Capacity, c 354 1395 435 354 1395 435 394 1511 472 394 1511 472 v/c Ratio, X 1.31 1.19 1.73 0.57 1.45 1.28 2.09 1.25 0.41 0.97 1.07 0.93 Total Green Ratio, g/C 0.11 0.28 0.28 0.11 0.28 0.28 0.12 0.31 0.31 0.12 0.31 0.31 Uniform Delay, di 38.0 30.5 30.5 36.2 30.5 30.5 37.5 29.5 23.4 37.4 29.5 28.6 Nrogression vactor, PF 1.000 1.000 V 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.50 10.50 10.50 10.17 10.50 10.50 10.50 10.50 10.11 10.48 10.50 10.44 file:///C:/Users/emily.foster/AppData/Local/Temp/s2lcA7B6.tmp 1 /8/2014 Detailed Report Page 2 of 2 Delay Calibration, k Incremental Delay, d2 159.9 91.1 337.5 2.3 205.7 143.8 499.7 118.8 0.6 38.5 45.2 24.7 Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 197.9 121.6 E68:0 38.4 236.2 174.3 537.2 148.3 24.0 75.9 74.7 53.3 Lane Group LOS F I F F D F F F F C E E D Approach Delay 198.5 209.4 250.1 71.0 Approach LOS F F F E Intersection Delay 186.6 X� = 1.55 Intersection LOS F Copyright © 2008 University of Florida, All Rights Reserved HCS+7M Version 5.4 Generated: 1/8/2014 9:52 AM file:///C:/Users/emily. foster/AppData/Local/Temp/s2kA7B6.tmp 1 /8/2014 Detailed Report Page 1 of 2 L L HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 10 Area Type All other area& Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timincat In ut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, Ni 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume, V v h 69 128 60 115 314 246 135 2007 79 231 1973 113 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 1 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, I .000 1.000 .000 1.000 .000 .000 .000 .000 .000 Initial Unmet Demand, Qb0.0 r 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 40.3 40.3 31.8 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 10.0 G= 0.0 G= 0.0 G= 8.0 G= 33.0 G= 0.0 G= 0.0 Y= 4 IY= 4 Y= 0 Y= 0 IY= 4 Y= 4 Y= 0 Y= 0 Duration of Analysis, T = 0.25 C cle Len th, C = 75.0 Lane Group Capacity, ontrot Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 69 188 115 560 135 2007 79 231 1973 113 Lane Group Capacity, c 184 438 357 430 184 2174 678 184 2174 678 v/c Ratio, X 0.38 0.43 0.32 1.30 0.73 0.92 0.12 1.26 0.91 0.17 Total Green Ratio, g/C 0.11 0.13 0.11 0.13 0.11 0.44 0.44 0.11 0.44 0.44 Uniform Delay, d� 31.2 29.9 31.0 32.5 32.5 19.8 12.4 33.5 19.6 12.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.50 0.29 0.44 0.17 0.50 0.43 0.11 Incremental Delay, d2 1.3 0.7 0.5 152.2 14.1 7.2 0.1 151.4 6.1 0.1 L" file:///C:/Users/emily.foster/AppData/Local/Temp/s2kFAA2.tmp 1/8/2014 Detailed Report Page 2 of 2 U Initial Queue Delay, d3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 32.5 30.6 31.5 184.7 46.6 27.0 12.5 184.9 25.6 12.8 Lane Group LOS C C C F D C B F C B Approach Delay 31.1 158.6 27.7 40.9 Approach LOS C F C D Intersection Delay 49.6 X = 0.96 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 5:50 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kFAA2.tmp 1 /8/2014 Detailed Report Page 1 of 2 I F L l HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timina In of EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume, V v h 113 239 49 150 469 408 149 2398 123 362 2115 80 % Heavy Vehicles, %HV 2 2 2 2 1 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filterin /Meterin , 1 1.000 .000 1.000 1.000 1.000 .000 .000 .000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 40.3 40.3 31.8 Phasina Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= 8.0 G= 0.0 G= 0.0 1Y= G= 10.0 G= 22.0 G= 0.0 G= 0.0 1Y= Y= 4 IY= 4 Y= 0 0 IY= 4 Y= 4 0 11Y= 0 Duration of Analysis, T = 0.25 Cycle Length, C = 65.0 Lane Group Capacity, ontrot Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT I TH RT Adjusted Flow Rate, v 113 288 150 877 149 2398 123 362 2115 80 Lane Group Capacity, c 239 414 463 395 265 1672 522 265 1672 522 v/c Ratio, X 0.47 0.70 0.32 2.22 0.56 1.43 0.24 1.37 1.26 0.15 Total Green Ratio, g/C 0.14 0.12 0.14 0.12 0.15 0.34 0.34 0.15 0.34 0.34 Uniform Delay, di 25.8 27.3 25.3 28.5 25.5 21.5 15.5 27.5 21.5 15.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.26 0.11 0.50 0.16 0.50 0.11 0.50 0.ou 0.11 Incremental Delay, d2 1.5 5.0 0.4 557.3 1 2.7 198.9 0.2 187.0 124.2 0.1 Lfile:///C:/Users/emily.foster/AppData/Local/Temp/s2k2F.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 27.3 32.4 25.7 585.8 28.2 220.4 15.7 214.5 145.7 15.1 Lane Group LOS C C C F C F 8 F F 8 Approach Delay 30.9 504.0 200.2 151.3 Approach LOS C F F F Intersection Delay 218.1 Xc = 1.37 Intersection LOS F H a Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 9:58 AM H H E E IN IN I r n C I file:///C:/Users/emily.foster/AppData/Local/Temp/s2k2F.tmp 1/8/2014 Detailed Report Page 1 of 2 r r r HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Project I D Horizon Year Conditions Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes, N1 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume, V v h 40 6 8 32 0 18 4 3217 82 26 1554 22 % Heavy Vehicles, %HV 2 1 2 2 2 2 1 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated (A) A A A A A I A A A A A I A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 .000 1.000 .000 1.000 .000 .000 .000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, GP 38.9 38.9 24.6 23.2 Phasina Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 8.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 80.0 G= 0.0 1Y= G= 0.0 1Y= Y= 4 IY= 4 Y= 0 0 IY= 4 Y= 4 0 0 Duration of Analysis, T = 0.25 Cycle Length, C = 120.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH I RT LT I TH RT LT TH I RT LT TH RT Adjusted Flow Rate, v 40 14 32 18 4 3217 82 26 1554 22 Lane Group Capacity, c 115 111 223 103 115 3294 1028 115 3294 1028 v/c Ratio, X 0.35 0.13 0.14 0.17 0.03 0.98 0.08 0.23 0.47 0.02 Total Green Ratio, g/C 0.07 0.07 0.07 0.07 0.07 0.67 0.67 0.07 0.67 0.67 Uniform Delay, di 53.5 52.7 1 52.8 52.9 52.4 19.1 7.0 53.1 9.7 6.8 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.48 0.11 0.11 0.11 0.11 Incremental Delay, d2 1.8 0.5 1 0.3 0.8 0.1 10.8 0.0 1.0 0.1 0.0 file:H/C:/Users/emily.foster/AppData/Local/Temp/s2kDC25.tmp 1/8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 1 0.0 10.0 10.0 0.0 10.0 0.0 0.0 0.0 Control Delay 55.3 53.2 53.1 53.7 52.5 29.9 7.1 54.1 9.8 6.8 Lane Group LOS E D D I D D C A D A A Approach Delay 54.8 53.3 29.4 10.5 Approach LOS D D C 8 Intersection Delay 23.9 X = 0.81 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/812014 5:56 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kDC25.tmp 1/8/2014 Detailed Report Page 1 of 2 L HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period Midday Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timina !n ut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, N1 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume, V v h 24 3 2 114 5 101 10 1880 98 149 1637 43 % Heavy Vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated (A) A A A A A 1 A A 12.0 A A A A A Start-upLost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 F000 1.000 1.000 1.000 .000 000 .000 .000 .000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.9 38.9 24.6 23.2 Phasina Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 1 08 Timing G= 8.0 IY= G= 8.0 G= 0.0 G= 0.0 1Y= G= 8.0 G= 40.0 G= 0.0 G= 0.0 1Y= 4 IY= 4 Y= 0 0 IY= 4 Y= 4 0 JY= 0 Duration of Analysis, T = a25 Cycle Length, C = 80.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH I RT LT I TH RT I LT TH RT LT TH RT Adjusted Flow Rate, v 24 5 114 106 10 1860 98 149 1637 43 Lane Group Capacity, c 172 171 335 155 172 2471 771 172 2471 771 v/c Ratio, X 0.14 0.03 0.34 0.68 0.06 a 76 0.13 a 87 a 66 0.06 Total Green Ratio, g/C 0.10 0.10 0.10 0.10 0.10 0.50 0.50 0.10 0.50 a50 Uniform Delay, di 32.9 32.5 33.5 34.8 32.6 16.1 10.7 35.5 15.0 10.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.25 0.11 0.31 0.11 0.40 0.24 0.11 Incremental Delay, d2 0.4 0.1 0.6 11.8 0.1 1.4 0.1 34.2 a7 0.0 -%'-w .. file:///C:/Users/emily.foster/AppData/Local/Temp/s2kF8AF.tmp 1 /8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 1 0.0 10.0 10.0 0.0 0.0 0.0 0.0 0.0 Control Delay 33.2 32.6 34.1 46.5 32.7 17.6 10.8 69.7 15.6 10.3 Lane Group LOS C C C D C B B E B B Approach Delay 33.1 40.1 17.3 19.9 Approach LOS C D B B Intersection Delay 19.8 X = 0.71 Intersection LOS B Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 6:04 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2kF8AF.tmp 1/8/2014 Detailed Report Page 1 of 2 L HCS+- DETAILED REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Project ID Horizon Year Conditions Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume, V v h 17 2 0 178 2 79 5 2066 66 135 2584 44 % Heavy Vehicles, %HV 2 1 2 2 2 2 2 2 2 2 2 2 2 Peak -Hour Factor, PHF 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed (P) or Actuated A A A A A A A A A A A A A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filterin /Meterin , 1 E3.O .000 1.000 .000 1.000 .000 .000 .000 .000 .000 Initial Unmet Demand, Qb0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 1 0 1 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 38.9 38.9 24.6 23.2 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 8.0 G= 0.0 G= 0.0 G= 8.0 G= 70.0 G= 0.0 1Y= G= 0.0 Y= 4 IY= 4 Y= 0 Y= 0 IY= 4 Y= 4 0 Y= 0 Duration of Analysis, T = 0.25 C cle Len th, C = 110.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 17 2 178 81 5 2066 66 135 2584 1 44 Lane Group Capacity, c 125 132 243 113 125 3144 981 125 3144 981 v/c Ratio, X 0.14 0.02 0.73 0.72 0.04 0.66 10.07 1.08 0.82 0.04 Total Green Ratio, g/C 0.07 0.07 a 0.07 0.64 0.64 0.07 0.64 0.64 Uniform Delay, d, 7.8 7.3 L070.07 49.9 47.4 12.5 7.6 51.0 15.2 7.5 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.29 0.28 0.11 0.23 0.11 0.50 0.36 0.11 Incremental Delay, d2 0.5 0.0 10.8 19.5 0.1 0.5 0.0 103.6 1.9 0.0 file:///C:/Users/emily.foster/AppData/Local/Temp/s2k6CD.tmp 1 /8/2014 Detailed Report Page 2 of 2 Initial Queue Delay, d3 0.0 0.0 1 0.0 10.0 10.0 0.0 10.0 0.0 10.0 0.0 Control Delay 48.3 47.4 60.8 69.4 47.6 13.0 7.6 154.6 17.1 7.5 .Lane Group LOS D D I E JE D 8 A F 8 A Approach Delay 48.2 63.5 12.9 23.7 Approach LOS D E 8 C Intersection Delay 21.3 Xc = 0.83 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 1/8/2014 6:07 PM file:///C:/Users/emily.foster/AppData/Local/Temp/s2k6CD.tmp 1/8/2014 r r I I I L L L La Quinta Square Traffic Impact Analysis Kim ey»)Horn L La Quinta, California Appendix I: Analysis Worksheets for Cumulative (2035) Plus Project Conditions Short Report Page 1 of 1 L L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq In ut EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume (vph) 102 804 480 160 991 357 1 979 1703 131 519 1598 76 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 115 0 0 85 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 47.51 143.2 50.3 Phasinci Excl. Left I Thru & RT 1 03 04 Excl. Left I Thru & RT 1 07 1 08 Timing G= 8.0 1 G= IY= 21.0 G= 0.0 G= 0.0 1Y= G= 20.0 G= 35.0 G= 0.0 G= 0.0 4 JY= 4 Jy= 0 0 JY= 4 JY= 4 JY= 0 JY= 0 Duration of Analysis hrs = 0.25 1 C cle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 102 804 365 160 991 272 979 1703 131 519 1614 Lane Group Capacity 268 1038 573 268 1038 332 939 1729 540 939 1717 v/c Ratio 0.38 0.77 0.64 0.60 0.95 0.82 1.04 0.98 0.24 0.55 0.97 Green Ratio 0.08 0.21 0.21 0.08 0.21 0.21 0.20 0.35 0.35 0.20 0.35 Uniform Delay d1 43.6 3T. 36.0 44.4 39.0 37.7 40.0 32.2 23.1 36.0 32.1 Delay Factor k 0.11 0.32 0.22 0.19 0.46 0.36 0.50 0.49 0.11 0.15 0.48 Incremental Delay d2 0.9 3.7 2.4 3.6 18.0 14.9 41.1 18.1 0.2 0.7 16.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 44.6 41.0 38.4 48.1 57.1 j 52.6 81.1 50.4 23.3 36.7 48.2 Lane Group LOS D D D D E D F D C D D Approach Delay 40.5 55.2 59.8 45.5 Approach LOS D E E D Intersection Delay 51.7 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 10:43 AM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k8F96.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period Midday Peak Intersection 1 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timina Inout EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume (vph) 210 1194 530 295 1142 674 1 751 1041 165 876 1134 120 % Heavy Vehicles 2 2 2 2 1 2 2 2 2 2 2 2 2 PHF 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 127 0 0 160 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 1 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 1 0 1 0 0 147.5 0 0 0 1 0 0 0 0 Minimum Pedestrian Time 1 138.9 1 1 143.2 1 1 150.3 Phasina Excl. Left I Thru & RT 1 03 1 04 1 Excl. Left I Thru & RT 1 07 1 08 Timing G= 8.0 G= 22.0 G= 0.0 G= 6.0 G= 16.0 G= 23.0 G= 0.0 G= 0.0 Y= 4 Y= 4 Y= 0 Y= 0 Y= 4 Y= 4 Y= 0 . Y= 0 Duration of Analysis hrs = 0.25 C cle Lenfith C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination B WB NB SB Adjusted Flow Rate 210 1194 403 295 1142 514 751 1041 165 876 1254 Lane Group Capacity 315 1279 706 315 1279 410 884 1337 417 884 1318 v/c Ratio 0.67 0.93 0.57 10.94 0.89 1.25 0.85 0.78 0.40 0.99 0.95 Green Ratio 0.09 0.26 0.26 0.09 0.26 0.26 0.19 0.27 0.27 0.19 0.27 Uniform Delay d1 37.2 30.8 27.4 10.17 38.2 30.4 31.5 33.3 28.6 25.3 34.4 130.5 Delay Factor k 0.24 0.45 0.45 0.42 0.50 0.38 0.33 0.11 0.49 0.46 Incremental Delay dz 5.3 12.5 1.1 34.4 8.3 132.8 7.9 3.0 0.6 28.0 14.8 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1 0000 Control Delay 42.5 43.3 28.5 72.7 38.7 41.2 31.7 25.9 62.4 45.2 Lane Group LOS D D C E D EF D C C E D Approach Delay 39.9 76.9 34.8 52.3 Approach LOS D E C D Intersection Delay 51.2 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 10:49 AM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kEO66.tmp 8/22/2014 Short Report Page 1 of 1 I SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 1 Area Type Ail other areas Jurisdiction La Quinta Analysis Year Volume and Timinq Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 2 2 3 1 3 3 1 3 3 0 Lane Group L T R L T R L T R L TR Volume (vph) 216 1199 735 353 819 710 1 737 1705 215 754 1385 91 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 140 0 0 133 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 -71 Minimum Pedestrian Time 38.9 1 147-5 1 43.2 50.3 Phasina Excl. Left I Thru & RT 1 03 1 04 Excl. Left I Thru & RT 07 1 08 Timing G= 8.0 1 G= IY= 25.0 G= 0.0 G= 0.0 JG= 14.0 G= 32.0 G= 0.0 1 G= 0.0 4 IY= 4 Y= 0 1 IY= 0 IY= 4 Y= 4 1 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 216 1199 595 353 819 577 737 1705 215 754 1476 Lane Group Capacity 282 1300 718 282 1300 417 692 1664 519 692 1649 v/c Ratio 0.77 0.92 0.83 1.25 0.63 1.38 1.07 1.02 0.41 1.09 0.90 Green Ratio 0.08 0.26 0.26 0.08 0.26 0.26 0.15 0.34 0.34 0.15 0.34 Uniform Delay d1 42.6 34.1 33.0 43.5 30.9 35.0 40.5 31.5 24.3 40.5 29.9 Delay Factor k 0.32 0.44 0.37 0.50 0.21 0.50 0.50 0.50 0.11 0.50 0.42 Incremental Delay d2 11.9 11.0 8.0 139.1 1.0 187.0 52.9 28.6 0.5 61.2 6.8 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 Control Delay 54.5 45.0 41.0 182.6 31.9 1222.0 93.4 60.1 24.8 101.7 36.7 Lane Group LOS D D D F C F F E C F D Approach Delay 44.9 125.1 1 66.4 58.7 Approach LOS D F I E E Intersection Delay 71.3 Intersection LOS E ICopy rightO2008 University of Florida, All Rights Reserved L HCS+TM Version 5.4 Generated: 8/22/2014 10:47 AM file:///C:/Users/casey.scliooner/AppData/Local/Temp/s2lc28E7.tmp 8/22/2014 Short Report Page 1 of 1 [] SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinci Input EB WB NB SIB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR LTR DefL TR Volume (vph) 52 1305 64 71 1535 37 1 71 6 63 56 12 10 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 1 0 1 1 0 1 0 0 1 1 0 0 Minimum Pedestrian Time 1 124.6 1 124.6 1 1 J 38.9 1 1 138.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 9.0 IY= G= 27.0 IY= G= 0.0 G= 0.0 G= 12.0 G= 0.0 G= 0.0 G= 0.0 4 4 Y= 0 Y= 0 IY= 4 Y= 0 1 Y= 0 IY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 52 1369 71 1572 140 56 22 Lane Group Capacity 258 2208 258 2215 526 241 338 v/c Ratio 0.20 0.62 0.28 0.71 10.27 0.23 0,07 Green Ratio 0.15 0.45 1 0.15 10.45 0.20 1 0.20 0.20 Uniform Delay d1 22.4 12.6 22.6 13.3 20.3 20.1 19.5 Delay Factor k 0.11 0.20 0.11 0.27 0.11 0.11 0.11 Incremental Delay d2 0.4 0.5 0.6 1.1 0.3 0.5 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 22.7 13.1 1 23.2 14.4 20.6 20.6 19.5 Lane Group LOS C B C B C C B Approach Delay 13.5 14.8 20.6 20.3 Approach LOS B B C C Intersection Delay 14.6 Intersection LOS B copyright O 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 11:43 AM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k9l29.tmp 8/22/2014 Short Report Page 1 of 1 r SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period Midday Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR LTR DefL TR Volume (vph) 143 1825 74 192 1747 88 1 138 41 174 245 55 38 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 1 0 Minimum Pedestrian Time 24.6 1 24.6 38.9 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 8.0 IY= G= 31.0 G= 0.0 G= 0.0 G= 24.0 G= 0.0 G= 0.0 1Y= G= 0.0 1Y= 4 Y=4 Y=0 Y=0 Y=4 Y=0 0 0 Duration of Analysis hrs = 0.25 _Cycle Length C = 75.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 143 1899 192 1835 353 245 93 Lane Group Capacity 184 2030 184 2027 820 290 545 v/c Ratio 0.78 0.94 1.04 0.91 0.43 0.84 0.17 Green Ratio 0.11 0.41 0.11 0.41 0.32 0.32 0.32 Uniform Delay d1 32.6 21.0 33.5 20.6 20.1 23.8 18.3 Delay Factor k 0.33 0.45 0.50 0.43 0.11 0.38 0.11 Incremental Delay d2 18.8 8.9 78.3 6.3 0.4 19.9 0.1 PF Factor 1.000 1.000 1.000 1.000 11.000 1 1.000 1.000 Control Delay 51.4 29.9 111.8 26.9 20.5 43.7 18.5 Lane Group LOS D C F C C D B Approach Delay 31.4 35.0 20.5 36.8 Approach LOS C C C D Intersection Delay 32.5 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 11:51 AM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kF489.tmp 8/22/2014 Short Report Page 1 of 1 0 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes 1 3 0 1 3 0 0 2 0 0 2 0 Lane Group L TR L TR DefL TR DefL TR Volume (vph) 110 2151 66 201 1749 93 1 144 31 139 241 37 31 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 1 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 0 0 138.9 0 0 0 Minimum Pedestrian Time 1 24.6 24.6 38.9 Phasinq Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 8.0 IY= G= 45.0 G= 0.0 G= 0.0 G= 17.0 G= 0.0 G= 0.0 G= 0.0 4 JY= 4 Y= 0 JY= 0 JY= 4 Y= 0 Y= 0 JY= 0 Duration of Anal sis hrs = 0.25 C cle Len th C = 82.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 110 2217 201 1842 144 170 241 68 Lane Group Capacity 168 2699 168 2691 275 330 244 350 v/c Ratio 0.65 0.82 1.20 0.68 0.52 0.52 0.99 0.19 Green Ratio 0.10 0.55 0.10 0.55 0.21 0.21 0.21 0.21 Uniform Delay d1 35.7 15.2 37.0 13.4 28.9 28.8 32.4 26.8 Delay Factor k 0.23 0.36 0.50 0.25 0.13 0.12 0.49 0.11 Incremental Delay d2 8.9 2.2 132.1 0.7 1.8 1.4 54.0 0.3 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 44.5 17.4 169.1 14.1 30.7 30.2 86.4 27.1 Lane Group LOS D B F B C C F C Approach Delay 18.6 29.3 30.5 73.4 Approach LOS B C C E Intersection Delay 27.2 Intersection LOS C Copyright 0 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 3:39 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k64E.tmp 8/22/2014 Short Report Page 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume (vph) 72 1155 76 167 1493 97 1 58 27 91 41 29 82 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 1 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 138.9 0 0 -+ 0 Minimum Pedestrian Time 18.9 18.9 38.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 14.0 G= 20.0 G= 0.0 G= 0.0 1Y= IY= G= 14.0 G= 0.0 G= 0.0 1Y= G= 0.0 Y=4 Y=4 Y=0 0 4 Y=0 0 IY=0 Duration of Analysis hrs = 0.25 C cle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 72 1155 76 167 1590 176 41 111 Lane Group Capacity 402 1647 514 402 1632 625 271 376 v/c Ratio 0.18 0.70 0.15 0.42 0.97 0.28 0.15 0.30 Green Ratio 0.23 0.33 0.33 0.23 0.33 0.23 0.23 0.23 Uniform Delay d1 18.4 17.4 14.0 19.5 19.7 18.9 18.3 18.9 Delay Factor k 0.11 0.27 0.11 0.11 0.48 0.11 0.11 0.11 Incremental Delay d2 0.2 1.4 0.1 0.7 16.5 0.2 0.3 0.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 18.6 18.8 14.2 20.2 36.3 19.1 1 18.5 19.4 Lane Group LOS B B B C D B B 8 Approach Delay 18.5 34.7 19.1 19.2 Approach LOS B C B B Intersection Delay 27.0 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:13 PM file:/HC:/Users/casey.schooner/AppData/Local/Temp/s2kD557.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 3 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 3 0 0 2 0 1 1 0 Lane Group L T R L TR LTR L TR Volume (vph) 93 2272 140 240 1774 136 1 166 37 166 108 54 93 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHIF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 118.9 0 0 0 0 0 0 0 Minimum Pedestrian Time 1 1 18.9 38.9 38.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 8.0 IY= G= 33.0 IY= G= 0.0 G= 0.0 G= 12.0 G= 0.0 G= 0.0 G= 0.0 4 4 Y=0 1"=0 JY=4 Y=0 lCvcleLenqthC= Y=0 JY=0 Duration of Analysis hrs = 0.25 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 93 2272 140 240 1910 369 108 147 Lane Group Capacity 212 2509 783 212 2482 449 143 303 v/c Ratio 0.44 0.91 0.18 1.13 0.77 10.82 0.76 0.49 Green Ratio 0.12 0.51 0.51 0.12 0.51 0.18 0.18 0.18 Uniform Delay d1 26.4 14.6 8.7 28.5 12.9 25.5 25.1 23.7 Delay Factor k 0.11 0.43 0.11 0.50 0.32 0.36 0.31 0.11 Incremental Delay d2 1.5 5.2 0.1 101.9 1.5 11.7 20.3 1.2 PF Factor 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 27.9 19.8 8.8 130.4 14.5 37.1 45.4 25.0 Lane Group LOS C B A F B D D C Approach Delay 19.5 27.4 37.1 33.6 Approach LOS B C D C Intersection Delay 24.6 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HC$+TM Version 5.4 Generated: 8/22/2014 12:15 PM file:///C:/Users/casey.schooner/AppData./Local/Temp/s2k7A50.tmp 8/22/2014 Short Report Page 1 of 1 r L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 4 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq Input EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 169 1048 161 126 1173 80 338 531 37 106 656 139 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 24 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 136.1 0 0 1 0 0 1 0 0 0 0 0 0 1 0 Minimum Pedestrian Time 1 133.2 1 146.1 Phasinq Excl. Left Thru & RT 1 03 04 1 Excl. Left I Thru & RT 07 08 Timing G=8.0 G=20.0 IY= 1 G=0.0 JG=0.0 1 G=8.0 1 G=13.0 G=0.0 G=0.0 4 IY= 4 IY= 0 IY= 0 IY= 4 IY= 4 Y= 0 Y= 0 Duration of Analysis hrs = 0.25 1 1 Cycle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 169 1 1048 161 126 1173 80 338 531 37 106 656 115 Lane Group Capacity 412 1520 474 412 1520 474 412 691 308 412 691 308 v/c Ratio 0.41 0.69 0.34 0.31 0.77 0.17 0.82 0.77 0.12 0.26 0.95 0.37 Green Ratio 0.12 0.31 0.31 10.12 0.31 0.31 0.12 0.20 0.20 0.12 0.20 0.20 Uniform Delay di 26.3 19.8 17.4 26.0 20.4 16.4 27.8 24.6 21.3 25.8 25.7 22.5 Delay Factor k 0.11 0.26 0.11 0.11 0.32 0.11 0.36 0.32 0.11 0.11 0.46 0.11 Incremental Delay d2 0.7 1.3 0.4 0.4 2.5 0.2 12.4 5.3 0.2 0.3 22.6 0.8 PF Factor 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 27.0 21.1 17.8 26.4 22.9 16.6 40.2 29.8 21.5 26.1 48.3 23.2 Lane Group LOS C C B C C B D C C C D C Approach Delay 21.5 22.9 33.4 42.3 Approach LOS C C C D Intersection Delay 28.3 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:25 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k8F6F.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 4 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq Innut EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 397 1780 279 190 1829 304 233 633 99 276 518 201 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 34 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 0 0 0 1 0 1 0 0 0 1 0 0 Minimum Pedestrian Time 1 36.1 33.2 1 146.1 1 1 146.1 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= IY= 29.0 G= 0.0 G= 0.0 G= 10.0 G= 12.0 G= 0.0 G= 0.0 Y= 4 4 Y= 0 IY= 0 IY= 4 Y= 4 Y= 0 Y= 0 Duration of Anal sis hrs = 0.25 Cycle Length C = 76.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 397 1780 279 190 1829 304 233 633 99 276 518 167 Lane Group Capacity 396 1885 588 396 1885 588 440 545 243 440 545 243 v/c Ratio 1.00 0.94 0.47 0.48 0.97 0.52 0.53 1.16 0.41 0.63 0.95 0.69 Green Ratio 0.12 0.38 0.38 0.12 0.38 0.38 0.13 0.16 0.16 0.13 0.16 0.16 Uniform Delay d1 33.5 22.7 17.7 31.3 23.1 18.1 30.8 32.0 28.8 31.2 31.7 30.2 Delay Factor k 0.50 0.46 0.11 0.11 0.48 0.12 0.13 0.50 0.11 0.21 0.46 0.26 Incremental Delay d2 45.9 10.4 0.6 0.9 14.3 0.8 1.2 91.5 1.1 2.8 26.6 7.9 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 79.4 33.2 18.4 32.2 37.4 18.9 32.0 123.5 29.9 34.1 58.3 38.1 Lane Group LOS E C B C D B C F C C E D Approach Delay 38.9 34.6 91.8 47.9 Approach LOS D C F D Intersection Delay 46.3 Intersection LOS D copyright © 2008 University of Florida, All Rights Reserved HCS+TPA Version 5.4 Generated: 8/22/2014 12:28 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kBO7A.tmp 8/22/2014 Short Report Page I of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume (vph) 44 988 161 201 1348 130 119 7 102 70 30 16 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 1 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour 1. Bus Stops/Hour 0 0 0 1 0 0 0 0 0 0 0 Minimum Pedestrian Time 24.6 1 1 123-2 1 40.3 40.3 Phasinq Excl. Left Thru & RT 03 04 Excl. Left I Thru & RT 07 1 08 Timing G= 8.0 IY= G= 18.0 G= 0.0 JG= 0.0 1 G= 8.0 G= 10.0 G= 0.0 G= 0.0 4 IY= 4 Y= 0 IY= 0 IY= 4 IY= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 1 C cle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 44 988 161 201 1478 119 7 102 70 46 Lane Group Capacity 446 1482 463 446 1463 230 302 257 446 287 v/c Ratio 0.10 0.67 0.35 0.45 1.01 0.52 0.02 0.40 0.16 0.16 Green Ratio 0.13 0.30 0.30 0.13 0.30 0.13 0.17 0.17 0.13 0.17 Uniform Delay d1 22.8 18.4 16.4 24.0 21.0 24.2 20.9 22.3 23.0 21.4 Delay Factor k 0.11 0.24 0.11 0.11 0.50 0.12 0.11 0.11 0.11 0.11 Incremental Delay d2 0.1 1.2 0.5 0.7 26.1 2.1 0.0 1.0 0.2 0.3 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 22.9 19.5 16.9 24.7 47.1 26.3 20.9 23.3 23.2 21.7 Lane Group LOS C B B C D C C C C C Approach Delay 19.3 44.4 24.8 22.6 Approach LOS B D C C Intersection Delay 32.9 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:37 PM L file:///C:/Users/casey.schooner/App Data/Local/Temp/s2kECD7.tmp 8/22/2014 Short Report Page 1 of 1 E SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinci In ut EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume (vph) 157 2273 312 373 1765 336 1 240 79 270 427 57 83 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 1 0 1 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 1 124.6 1 23.2 40.3 40.3 Phasinq Excl. Left Thru & RT 03 04 Ex 1. Left Thru & RT 07 08 Timing =8.0 G= 42.0 G= 0.0 G= 0.0 G= 12.0 G= 11.0 G= 0.0 G= 0.0 = 4 Y= FY= 4 Y= 0 Y= 0 Y= 4 Y= 4 Y= 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 89.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 157 2273 312 373 2101 240 79 270 427 140 Lane Group Capacity 301 2332 728 301 2276 232 224 191 451 204 v/c Ratio 0.52 0.97 0.43 1.24 0.92 1.03 0.35 1.41 0.95 0.69 Green Ratio 0.09 0.47 0.47 0.09 0.47 0.13 0.12 0.12 0.13 0.12 Uniform Delay d1 38.7 23.0 15.6 40.5 22.0 38.5 35.7 39.0 38.2 37.3 Delay Factor k 0.13 0.48 0.11 0.50 0.44 0.50 0.11 0.50 0.46 0.26 Incremental Delay d2 1.6 13.2 0.4 132.8 7.0 68.4 1.0 214.1 29.3 9.2 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 40.3 36.2 16.0 173.3 28.9 106.9 36.7 253.1 67.5 46.6 Lane Group LOS D D B F C F D F E D Approach Delay 34.1 50.7 164.5 62.3 Approach LOS C D F E Intersection Delay 55.1 Intersection LOS E Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:40 PM file:///C:/Users/easey.schooner/AppData/Local/Temp/s2k2E4E.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 6 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 113 923 116 144 969 216 1 158 626 96 351 568 209 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 140.3 0 0 0 0 Minimum Pedestrian Time 30.3 30.3 40.3 Phasin Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G=8.0 G=21.0 G=0.0 G=0.0 G=8.0 G=12.0 G=0.0 G=0.0 Y= 4 Y= 4 Y= 0 Y= 0 Y= 4 Y= 4 Y= 0 Y= 0 Duration of Analysis hrs = 0.25 C cle Len th C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 113 923 116 144 969 216 158 626 196 351 568 209 Lane Group Capacity 412 1596 498 412 1596 498 412 637 285 412 637 285 v/c Ratio 0.27 0.58 0.23 0.35 0.61 0.43 0.38 0.98 0.34 0.85 0.89 0.73 Green Ratio 0.12 10.32 0.32 0.12 0.32 0.32 10.12 0.18 0.18 0.12 0.18 0.18 Uniform Delay d1 25.9 18.3 16.1 26.1 18.5 17.3 26.2 26.4 23.0 27.9 25.9 25.0 Delay Factor k 0.11 0.17 0.11 0.11 0.19 0.11 0.11 0.49 0.11 0.38 0.42 0.29 Incremental Delay d2 0.4 0.5 0.2 0.5 0.7 0.6 0.6 31.2 0.7 15.7 14.8 9.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 26.2 18.8 16.3 26.6 19.2 17.9 26.8 57.6 23.7 43.6 40.7 34.4 Lane Group LOS C B 8 C 8 8 C E C D D C Approach Delay 19.3 19.8 48.4 40.4 Approach LOS 8 8 D D Intersection Delay 30.5 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:59 PM file:///C:/Users/casey.scliooner/AppData/Local/Temp/s2k68F4.tmp 8/22/2014 Short Report Page 1 of 1 H SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 6 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 2 2 1216 1 Lane Group L T R L T R L T R L T R Volume (vph) 320 1891 133 336 1866 456 1 254 575 282 354 615 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 1 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 30.3 30.3 40.3 40.3 Phasinq Excl. Left Thru & RT 03 04 Excl. Left I Thru & RT 1 07 1 08 Timing G= 8.0 G= IY= 30.0 G= 0.0 G= 0.0 JG= 8.0 G= 13.0 G= 0.0 1 G= 0.0 4 JY=4 Y=0 IY=0 JY=4 Y=4 Y=0 IY=0 Duration of Analysis hrs = 0.25 Cycle Len th C = 75.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 320 1891 133 336 1866 456 254 575 282 354 615 216 Lane Group Capacity 357 1976 617 357 1976 617 357 599 267 357 599 267 v/c Ratio 0.90 0.96 0.22 10.94 0.94 0.74 10.71 0.96 1.06 0.99 1.03 0.81 Green Ratio 0.11 0.40 0.40 0.11 0.40 0.40 0.11 0.17 0.17 0.11 0.17 0.17 Uniform Delay d1 33.1 21.9 14.8 33.3 21.7 19.2 32.4 30.7 31.0 33.5 31.0 29.8 Delay Factor k 0.42 0.47 0.11 0.45 0.46 0.30 0.27 0.47 0.50 0.49 0.50 0.35 Incremental Delay d2 24.1 11.8 0.2 32.8 10.1 4.7 6.5 27.0 70.6 45.3 43.8 16.8 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 57.2 33.6 15.0 66.0 31.8 23.9 38.9 57.8 101.E 78.7 74.8 46.6 Lane Group LOS E C B E C C D E F E E D Approach Delay 35.8 34.7 64.6 70.8 Approach LOS D C E E Intersection Delay 45.5 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:03 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2lcAO95.tmp 8/22/2014 a r f r Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume (vph) 124 924 182 240 1604 55 1 140 13 97 52 3 79 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHIF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 26.1 1 123.2 38.9 Phasin Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G= 14.0 G= 19.0 G= 0.0 G= 0.0 G= 15.0 G= 0.0 G= 0.0 G= 0.0 Y=4 Y=4 Y=0 Y=0 Y=4 Y=0 Y=0 Y=0 Duration of Analysis hrs = 0.25 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 124 924 182 240 1604 55 140 110 52 82 Lane Group Capacity 781 1565 488 781 1565 488 319 749 310 388 v/c Ratio 0.16 0.59 0.37 0.31 1.02 0.11 0.44 0.15 0.17 0.21 Green Ratio 0.23 0.32 0.32 0.23 0.32 0.32 0.25 0.25 0.25 0.25 Uniform Delay d1 18.3 17.2 15.9 19.0 20.5 14.5 19.0 17.5 17.6 17.8 Delay Factor k 0.11 0.18 0.11 0.11 0.50 0.11 0.11 0.11 0.11 0.11 Incremental Delay d2 0.1 0.6 0.5 0.2 29.3 0.1 1.0 0.1 0.3 0.3 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 18.4 17.8 16.4 19.2 49.8 14.6 19.9 17.6 17.9 18.1 Lane Group LOS B B B 8 D B B B B B Approach Delay 17.7 44.9 18.9 18.0 Approach LOS B D B B Intersection Delay 32.5 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:12 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k4O22.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 7 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq In ut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 2 3 1 2 3 1 0 3 0 1 1 0 Lane Group L T R L T R DefL TR L TR Volume (vph) 387 2447 664 763 2025 143 1 564 79 303 195 43 210 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 11.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 1 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 1 0 0 0 123.2 0 0 0 1 0 1 0 0 Minimum Pedestrian Time 1 126.1 1 1 1 138.9 Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G=8.0 IY= G=25.0 IY= G=0.0 G=0.0 G=20.0 G=0.0 G=0.0 1Y= G=0.0 1Y= 4 4 Y= 0 Y= 0 IY= 4 Y= 0 0 0 Duration of Analysis hrs = 0.25 Cycle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 387 2447 664 763 2025 143 564 382 195 253 Lane Group Capacity 412 1900 593 412 1900 593 280 936 294 489 v/c Ratio 0.94 1.29 1.12 1.85 1.07 0.24 12.01 0.41 0.66 0.52 Green Ratio 0.12 0.38 0.38 0.12 0.38 0.38 0.31 0.31 0.31 0.31 Uniform Delay d1 28.3 20.0 20.0 28.5 20.0 13.6 22.5 17.8 19.6 18.5 Delay Factor k 0.45 0.50 0.50 0.50 0.50 0.11 0.50 0.11 0.24 0.12 Incremental Delay d2 29.5 133.7 74.4 392.6 40.8 0.2 468.9 0.3 5.5 1.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 57.7 153.7 94.4 421.1 60.8 13.8 491.4 18.1 25.1 19.5 Lane Group LOS E F F F E 8 F B C 8 Approach Delay 131.8 152.3 300.3 21.9 Approach LOS F F F C Intersection Delay 153.E 1 Intersection LOS F Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:14 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k7691.tmp 8/22/2014 Short Report Page 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 155 921 311 176 925 395 1 400 983 142 448 1552 179 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 62 0 0 79 0 0 28 0 0 36 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 Mi. 0 0 0 0 0 0 0 Minimum Pedestrian Time 41.8 37.5 1 1 1 38.9 Phasinq Excl. Left Thru & RT 1 03 1 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= 16.0 G= 0.0 G= 0.0 G= 8.0 G= 21.0 G= 0.0 G= 0.0 1Y= Y= 4 IY= 4 Y= 0 1 IY= 0 IY= 4 Y= 4 Y= 0 0 Duration of Analysis hrs = 0.25 Cycle Length C = 69.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 155 921 249 176 925 316 400 983 114 448 1552 143 Lane Group Capacity 388 1146 358 388 1146 358 388 1504 469 388 1504 469 v/c Ratio 0.40 0.80 0.70 0.45 0.81 0.88 1.03 0.65 0.24 1.15 1.03 0.30 Green Ratio 0.12 10.23 0.23 10.12 10.23 0.23 0.12 0.30 0.30 0.12 0.30 0.30 Uniform Delay d1 28.3 25.0 24.3 28.5 25.0 25.6 30.5 20.8 118.0 30.5 24.0 18.4 Delay Factor k 0.11 0.35 0.26 0.11 0.35 0.41 0.50 0.23 0.11 0.50 0.50 0.11 Incremental Delay d2 0.7 4.3 5.8 0.8 4.4 21.9 53.9 1.0 0.3 95.0 318 0.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 29.0 29.3 30.1 29.3 29.4 47.5 84.4 21.9 18.3 125.5 55.8 18.8 Lane Group LOS C C C C I C D F C B F E B Approach Delay 29.4 33.4 38.3 67.9 Approach LOS C C D E Inter"dion Delay 45.3 Intersection LOS D Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:21 PM f le:///C:/Users/casey.scliooiier/AppData/Local/Temp/s2kC338.tmp 8/22/2014 Short Report Page 1 of 1 H SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 8 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 534 1664 767 318 1895 584 481 1147 172 640 1308 342 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 153 0 0 117 0 0 34 0 0 68 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 0 141.8 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 1 41.8 37.5 38.9 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 11.0 G= IY= 25.0 G= 0.0 G= 0.0 G= 13.0 G= 20.0 G= 0.0 G= 0.0 Y= 4 4 Y= 0 Y= 0 JY= 4 Y= 4 JY= 0 JY= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 534 1664 614 318 1895 467 481 1147 138 640 1308 274 Lane Group Capacity 433 1453 454 433 1453 454 512 1163 363 512 1163 363 v/c Ratio 1.23 1.15 1.35 0.73 1.30 1.03 0.94 0.99 0.38 1.25 1.12 0.75 Green Ratio 0.13 0.29 0.29 0.13 10.29 0.29 0.15 0.24 10.24 0.15 10.24 0.24 Uniform Delay d1 37.0 30.0 30.0 35.6 30.0 30.0 35.6 32.4 27.3 36.0 32.5 30.2 Delay Factor k 0.50 0.50 0.50 0.29 0.50 0.50 0.45 0.49 0.11 0.50 0.50 0.31 Incremental Delay d2 123.6 74.0 172.6 6.4 142.0 49.8 25.5 23.0 0.7 128.0 67.7 8.7 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 160.6 104.0 202.6 42.0 172.0 79.8 61.1 55.4 28.0 164.0 100.2 39.0 Lane Group LOS F F F D F E E E C F F D Approach Delay 136.3 140.5 54.8 111.0 Approach LOS F F D j F Intersection Delay 116.4 Intersection LOS IF Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5A Generated: 8/22/2014 1:24 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k8AC5.tmp 8/22/2014 Short Report ['age 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Tilminq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L T R L T R L T R L T R Volume (vph) 230 1401 581 241 1501 453 783 1512 153 404 1541 471 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 38.9 34.6 L 1 134.6 Phasinq Excl. Left Thru & RT 03 04 Excl. Left I Thru & RT 07 08 Timing G= 8.0 G= 24.0 G= 0.0 G= 0.0 1 G= 13.0 1 G= 19.0 G= 0.0 G= 0.0 Y=4 JY=4 JY=0 JY=0 JY=4 JY=4 Y=0 JY=0 Duration of Analysis hrs = 0.25 1 "Off -le Len th C = 80.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 230 1401 581 241 1501 453 783 1512 153 404 1541 471 Lane Group Capacity 335 1482 463 463 544 1173 366 544 1173 366 v/c Ratio 0.69 0.95 1.25 0.98 1.44 1.29 0.42 0.74 1.31 1.29 Green Ratio 0.10 0.30 0.30 $34.928.0 0.30 0.16 0.24 0.24 0.16 0.24 0.24 Uniform Delay d1 34.8 27.4 28.0 27.7 33.5 30.5 25.8 31.9 30.5 30.5 Delay Factor k 0.26 0.46 0.50 0.48 0.50 0.50 0.11 0.30 0.50 0.50 Incremental Delay d25.8 12.7 131.4 .. 36.1 208.0 136.6 0.8 5.5 147.3 148.3 PF Factor 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 Control Delay 40.6 40.0 159.4 42.2 54.6 63.8 241.5 167.1 26.6 37.4 177.8 1178.8 Lane Group LOS D D F D D E F F C D F F Approach Delay 71.4 55.1 182.1 154.5 Approach LOS E E F F Intersection Delay 118.5 Intersection LOS F Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:31 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kAD3 E.tmp 8/22/2014 Short Report Page 1 of 1 a SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 9 Area Type All other areas Jurisdiction La Quinta Analysis Year - Volume and Timina Inout EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Lane Group L 11654 T R L T R L T R L T R Volume (vph) 465 762 213 2020 558 834 1912 205 384 1642 438 /. Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 1 38.9 38.9 34.6 134.6 Phasina Excl. Left Thru & RT 03 1 04 1 Excl. Left Thru & RT 1 07 1 08 Timing G= 9.0 G= IY= 24.0 G= 0.0 JG= 0.0 1 G= 10.0 G= 26.0 G= 0.0 G= 0.0 4 Y= 4 Y= 0 JY= 0 JY= 4 Y= 4 Y= 0 JY= 0 Duration of Analysis hrs = 0.25 C cle Len th C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 465 1654 762 213 2020 558 834 1912 205 384 1642 438 Lane Group Capacity 354 1395 435 354 1395 435 394 1511 472 394 1511 472 v/c Ratio 1.31 1.19 1.75 0.60 1.45 1.28 12.12 1.27 0.43 0.97 1.09 0.93 Green Ratio 0.11 0.28 10.28 0.11 10.28 0.28 0.12 0.31 0.31 0.12 10.31 0.31 Uniform Delay di 38.0 30.5 30.5 36.3 30.5 30.5 37.5 29.5 23.6 37.4 29.5 28.6 Delay Factor k 0.50 0.50 1 0.50 0.19 0.50 0.50 0.50 0.50 0.11 0.48 0.50 0.44 Incremental Delay d2 159.9 91.1 347.7 2.9 205.7 143.8 511.1 124.9 0.6 38.5 50.5 24.7 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 197.9 1121.6 78.2 39.2 236.2 174.3 548.6 154.4 24.3 75.9 80.0 53.3 Lane Group LOS F F F D F F F F C E F D Approach Delay 201.8 208.8 256.7 74.6 Approach LOS F F F E Intersection Delay 189.9 Intersection LOS F Copyright © 2008 University of Florida, All Rights Reserved HCS+7M Version 5.4 Generated: 8/22/2014 1:34 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k3BIF.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 69 128 61 117 314 246 1 136 2014 80 231 1985 113 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N 0 N Parking/Hour ia Bus Stops/Hour 0 0 0 0 0 0 0 0Minimum Pedestrian Time 40.3 31.8 Phasinq Excl. Left Thru & RT 03 04 Excl. Left I Thru & RT 1 07 1 08 Timing G= 8.0 IY= G= 10.0 G= 0.0 G= 0.0 G= 8.0 G= 33.0 G= 0.0 1 G= 0.0 4 IY= 4 Y= 0 Y= 0 IY= 4 Y= 4 IY= 0 IY= 0 Duration of Analysis hrs = 0.25 C cle Length C = 75.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 69 189 117 560 136 2014 80 231 1985 113 Lane Group Capacity 184 438 357 430 184 2174 678 184 2174 678 v/c Ratio 0.38 0.43 0.33 1.30 0.74 0.93 0.12 1.26 0.91 0.17 Green Ratio 0.11 0.13 0.11 0.13 0.11 0.44 0.44 0.11 0.44 0.44 Uniform Delay d1 31.2 29.9 31.0 32.5 32.5 19.9 12.4 33.5 19.7 12.7 Delay Factor k 0.11 0.11 0.11 0.50 0.30 0.44 0.11 0.50 0.43 0,11 Incremental Delay d2 1.3 1 0.7 0.5 152.2 14.6 7.5 0.1 151.4 6.5 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 32.5 30.6 31.6 184.7 47.1 E7412.5 184.9 26.1 12.8 Lane Group LOS C C C F D B F C B Approach Delay 31.1 158.2 28.0 41.2 Approach LOS C F C D Intersection Delay 49.8 Intersection LOS D Copyright© 2008 University of Florida, All Rights Reserved HCS+TV Version 5.4 Generated: 8/22/2014 1:46 PM L fi le:H/C:/Users/easey.schooner/AppData/Local/Temp/s2k3 l 66.tmp 8/22/2014 Short Report Page 1 of 1 [J SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of Lanes 1 2 0 2 2 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 113 239 53 156 469 408 153 2439 129 362 2157 80 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 0 1 0 0 1 0 1 0 1 0 0 0 Minimum Pedestrian Time 1 140.3 1 1 140.3 1 1 131.8 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 IY= G= 8.0 G= 0.0 G= 0.0 G= 10.0 G= 22.0 G= 0.0 1Y= G= 0.0 1Y= 4 IY= 4 Y= 0 IY= 0 IY= 4 Y= 4 0 0 Duration of Analysis hrs = 0.25 Cycle Length C = 65.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 113 292 156 877 153 2439 129 362 2157 80 Lane Group Capacity 239 413 463 395 265 1672 522 265 1672 522 v/c Ratio 0.47 0.71 0.34 2.22 10.58 1.46 0.25 1.37 1.29 0.15 Green Ratio 0.14 0.12 0.14 10.12 0.15 0.34 0.34 0.15 0.34 0.34 Uniform Delay d1 25.8 27.4 25.3 28.5 25.5 21.5 15.5 27.5 21.5 15.0 Delay Factor k 0.11 0.27 0.11 0.50 0.17 0.50 0.11 0.50 0.50 0.11 Incremental Delay d2 1.5 5.5 0.4 557.3 3.1 209.8 0.2 187.0 135.2 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 27.3 32.9 25.7 585.8 28.6 231.3 15.8 214.5 156.7 15.1 Lane Group LOS C C C F C F B F F B Approach Delay 31.3 501.2 209.7 160.4 Approach LOS C F F F Intersection Delay 224.6 Intersection LOS F Copyright 0 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 2:10 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k9B68.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timina In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 40 6 8 37 0 29 4 3217 91 29 1554 22 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHIF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 1 0 0 0 0 0 Minimum Pedestrian Time 138.9 38.9 24.6 23.2 Phasinq Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 IY= G= 8.0 G= 0.0 G= 0.0 G= 8.0 G= 80.0 G= 0.0 G= 0.0 4 Y= 4 Y= 0 Y= 0 Y= 4 Y= 4 Y= 0 Y= 0 Duration of Analysis hrs = 0.25 Cycle Length C = 120.0 Lane GroupCapacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 40 14 29 4 3217 91 29 1554 22 Lane Group Capacity 115 111 103 115 3294 1028 115 3294 1028 v/c Ratio 0.35 0.13 0.28 0.03 0.98 0.09 0.25 0.47 0.02 Green Ratio 0.07 0.07 d52 0.07 0.07 0.67 0.67 0.07 0.67 0.67 Uniform Delay d1 53.5 52.7 53.3 52.4 19.1 7.1 53.2 9.7 6.8 Delay Factor k 0.11 0.11 0.11 0.11 0.48 0.11 0.11 0.11 0.11Incremental Delay d21.8 0.5 1.5 0.1 10.8 0.0 1.2 0.1 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 55.3 53.2 53.2 54.8 52.5 29.9 T 1 54.3 9.8 6.8 Lane Group LOS E D D D D C A D A A Approach Delay 54.8 53.9 29.3 10.6 Approach LOS D D C B Intersection Delay 24.0 Intersection LOS C Copyright ©2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 2:21 PM Lfile:///C:/Users/casey.schooner/AppData/Local/Temp/s2kC993.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period Midday Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timina Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 24 3 2 137 5 169 1 10 1880 125 159 1637 43 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RT€3R Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 1 0 1 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 1 138.9 1 1 138.9 24.6 23.2 Phasinq Excl. Left Thru & RT 03 04 Excl. Left I Thru & RT 07 08 Timing G=8.0 G=8.0 G=0.0 G=0.0 G=8.0 G=40.0 G=0.0 G=0.0 Y= 4 IY= 4 Y= 0 IY= 0 IY= 4 1 Y= 4 Y= 0 IY= 0 Duration of Anal sis hrs = 0.25 Cycle Length C = 80.0 Lane Group Capacity, ontrol Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 24 5 137 174 10 1880 125 159 1637 43 Lane Group Capacity 172 171 335 155 172 2471 771 972 2471 771 v/c Ratio 0.14 0.03 10.41 1.12 10.06 0.76 0.16 0.92 0.66 0.06 Green Ratio 0.10 0.10 0.10 10.10 0.10 0.50 10.50 0.10 10.50 0.50 Uniform Delay d1 32.9 32.5 33.8 36.0 32.6 16.1 10.9 35.7 15.0 10.3 Delay Factor k 0.11 0.11 0.11 0.50 0.11 0.31 0.11 0.44 0.24 0.11 Incremental Delay d2 0.4 0.1 0.8 109.0 0.1 1.4 0.1 47.3 0.7 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 33.2 32.6 34.6 145.0 32.7 17.6 11.0 83.0 15.6 10.3 Lane Group LOS C C C F C B 8 F 8 8 Approach Delay 33.1 96.4 17.2 21.3 Approach LOS C F B C Intersection Delay 25.0 Intersection LOS C Copyright ©2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 2:24 PM file:///C:/Users/casey.schoonet-/AppData/Local/Temp/s2kB81 D.tmp 8/22/2014 FShort Report Page I of 1 F 7 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 11 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq Ini3ut EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes 1 1 0 2 1 0 1 3 1 1 3 1 Lane Group L TR L TR L T R L T R Volume (vph) 17 2 0 208 2 152 5 2066 97 145 2584 44 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 38.9 38.9 24.6 23.2 Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 rPhasinJY= ingG= 8.0 G= 8.0 G= 0.0 G= 0.0 G= 8.0 G= 70.0 G= 0.0 G= 0.0 ly= 4 Y= 4 Y= 0 Y= 0 Y= 4 Y= 4 Y= 0 0 Duration of Analysis hrs = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 17 2 208 154 5 2066 97 145 2584 44 Lane Group Capacity 125 132 243 112 125 3144 981 125 3144 981 v/c Ratio 0.14 0.02 0.86 1.38 0.04 0.66 0.10 1.16 0.82 10.04 Green Ratio 0.07 10.07 0.07 0.07 0.07 0.64 0.64 0.07 0.64 0.64 Uniform Delay d1 47.8 47.3 50.4 51.0 47.4 12.5 7.8 51.0 15.2 7.5 Delay Factor k 0.11 0.11 0.39 0.50 0.11 0.23 0.11 0.50 0.36 0.11 Incremental Delay d2 0.5 0.0 24.7 215.0 0.1 0.5 0.0 129.9 1.9 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 48.3 47.4 75.1 266.0 47.6 13.0 7.8 180.9 17.1 7.5 Lane Group LOS D D E F D B A F B A Approach Delay 48.2 156.3 12.9 25.5 Approach LOS D F B C Intersection Delay 29.3 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 2:23 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k4DO8.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst EF Intersection 12 Agency/Co. KHA Jurisdiction La Quinta Date Performed 11712014 Analysis Year Analysis Time Period AM Peak Project Description Horizon Year with Project Condition EastlWest Street: Hw 111 North/South Street: Project Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 1410 29 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 1410 29 0 0 0 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 1 0 0 0 Configuration T R Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 10 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R (veh/h) 10 C (m) (veh/h) 756 /c 0.01 95% queue length 0.04 Control Delay (s/veh) 9.8 LOS A Approach Delay (s/veh) — -- 9.8 Approach LOS — -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 2:37 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/u2klD76.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst Intersection 12 enc /Co. A urisdiction a Quinta Date Performed rF /2014 nal sis Year nal sis Time Period dda Peak Project Description Horizon Year With Project Condition East/West Street: Hw 111 North/South Street: Project Drivewa Intersection Orientation: East West tud Period hrs : 0.25 Vehicle Volumes and Adiustments Movement 1 2 3 4 5 6 L T R L T R Volume veh/h.) 1973 136 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 1973 136 0 0 0 Percent HeavyVehicles 0 — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 1 0 0 0 onfi uration T R U stream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 67 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 67 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration I I R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R (veh/h) 67 C (m) (veh/h) 710 /c 0.09 95% queue length 0.31 Control Delay (s/veh) 10.6 LOS B Approach Delay (s/veh) — -- 10.6 pproach LOS — -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+7M Version 5.6 Generated: 8/22/2014 2:40 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/u2k67C8.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst EF Intersection 12 Agency/Co. KHA Jurisdiction La Quinta Date Performed 11712014 Analysis Year ,Analysis Time Period PM Peak 11 Project Description Horizon Year With Project Condition East/West Street: Hw 111 North/South Street: ProjectDriveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 2253 128 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 2253 128 0 0 0 Percent Heavy Vehicles 0 -- -- 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 1 0 0 0 Configuration 1 T R Upstream signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 73 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 73 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R (veh/h) 73 C (m) (veh/h) 651 /c 0.11 95% queue length 0.38 Control Delay (s/veh) 11.2 LOS 8 Approach Delay (s/veh) — -- 11.2 pproach LOS — -- e Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 2:39 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/u2k6A62.tmp 8/22/2014 Two -Way Stop Control TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst F Agency/Co. Date Performed tKHA 1712014 nal sis Time Period M Peak Intersection Jurisdiction Analysis Year Project Description Horizon Year With Project Condition East/West Street: Simon Dr North/South Street: Project Driveway Intersection Orientation: East-West IStudv Period hrs : 0.25 13 La Quinta Page 1 of 1 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 12 114 52 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 12 114 0 0 52 0 Percent Heavy Vehicles 0 -- --1 0 — — Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L I T TR Upstream Signal 1 I1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 3 14 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 0 3 0 14 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 12 17 C (m) (veh/h) 1567 1 973 lC 0.01 0.02 95% queue length 0.02 0.05 Control Delay (s/veh) 7.3 8.8 LOS A A Approach Delay (s/veh) Approach LOS — -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+l nn Version 5.6 ueneratea: i5/z21ZU14 Coo YIVI file:///C:/Users/casey.scliooner/AppData/Local/Temp/u2k45Dh.tmp 8/22/2014 Two -Way Stop Control General Information TWO-WAY STOP CONTROL SUMMARY Site Information Intersection Jurisdiction 2014 nalvsis Year Analyst EF enc /Co. KHA Date Performed 1/7/ Analysis Time Period MiddayPeak Project Description Horizon Year With Project Condition East/West Street: Simon Dr North/South Street: Project Driveway Intersection Orientation: East-West Stud Period hrs : 0.25 Page 1 of 1 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 37 250 227 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 37 250 0 0 227 0 Percent HeavyVehicles 0 -- -- 0 — — Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 16 83 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 0 16 0 83 Percent HeavyVehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 37 99 C (m) (veh/h) 1353 736 lc 0,03 0.13 95% queue length 0.08 0.46 Control Delay (s/veh) 7.7 10.7 LOS A 8 Approach Delay (s/veh) — -- 10.7 Approach LOS — -- g Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 2:49 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/u2k6E80.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY GPneral Information ISite Information nal st EF I Intersection 13 enc /Co. KHA Jurisdiction La Quinta Date Performed 11712014 Analysis Year nal sis Time Period PM Peak Project Description Horizon Year With Project Condition East/West Street: Simon Dr North/South Street: Project Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 42 203 269 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 42 203 0 0 269 0 Percent Heavy Vehicles 0 -- -- 0 — — Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 20 93 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 0 0 20 0 93 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 42 113 (m) (veh/h) 1306 699 /c 0.03 0.16 95% queue length 0.10 0.57 Control Delay (s/veh) 7.8 11.1 LOS A B Approach Delay (s/veh) I — — 11.1 pproach LOS - -- B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 2:48 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/u2k7O6E.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst EF 77gency/Co. KHA Date Performed 11712014 Analysis Time Period AM Peak Intersection Jurisdiction I Analysis Year Project Description HY With Project Condition East/West Street: Project Driveway North/South Street: Simon Dr Intersection Orientation: North -South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 0 135 130 17 Peak -Hour Factor, PHF 0.92 0.92 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 146 0 0 130 17 Percent Heavy Vehicles 0 -- -- 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 5 0 2 0 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 5 0 2 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR LTR (veh/h) 0 0 7 C (m) (veh/h) 1447 727 lC 0.00 0.01 95% queue length 0.00 0.03 Control Delay (s/veh) 7.5 10.0 LOS A A Approach Delay (s/veh)l 10.0 Approach LOS I-- -- A Copyright© 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 5:37 PM file:///C:iUsers/emily.foster/AppData/Local/Temp/u2kADBl.tmp 8/22/2014 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information'-;'- .- Site Information nal st JEF Intersection enc /Co. KHA Jurisdiction La Quinta Date Performed 111712014 Analysis Year nal sis Time Period IMidday Peak Project Description HY With Project Condition East/West Street: Project Driveway North/South Street: Simon Dr Intersection Orientation: North -South [Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 0 329 265 56 Peak -Hour Factor, PHF 0.92 0.92 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 357 0 0 265 56 Percent Heavy Vehicles 0 -- — 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 1 0 1 0 0 1 0 Configuration LT TR Upstream Signal 1 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 24 0 8 0 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 24 0 8 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR LTR (veh/h) 0 0 32 C (m) (veh/h) 1250 438 lc 0.00 0.07 5% queue length 0.00 0.24 ontrol Delay (s/veh) 7.9 13.9 LOS A B pproach Delay (s/veh) -- -- I 13.9 pproach LOS -- -- B Copyright© 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 5:37 PM L file:///C:/Users/emil .foster/A Data/Local/Tem /u2kl26C.t np y pp p 8/22/2014 Two -Way Stop Control Page 1 of 1 I TWO-WAY STOP CONTROL SUMMARY General Information 1Sita Information nal st EF Intersection enc /Co. KHA urisdiction La Quinta Date Performed 11712014 nal sis Year nal sis Time Period PM Peak escri tion HY With Project Condition tStreet: Project Drivewa North/South Street: Simon Dr on Orientation: North -South tud Period hrs : 0.25 Volumes and Adustments eet Re; Northbound Southbound t 1 2 3 4 5 6 L T R L T R eh/h 0 283 241 63 r Factor, PHF 0.92 0.92 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 0 307 0 0 241 63 Percent Heavy Vehicles 0 -- -- 0 — -- Median Type Undivided RT .Channelized 0 0 Lanes 1 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound ovement 7 8 9 10 11 12 L T R L T R olume veh/h 31 0 10 0 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 31 0 10 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 anes 0 1 0 0 0 0 onfiguration [Delay, LTR LR Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR LTR (veh/h) 0 0 41 C (m) (veh/h) 1268 481 /c 0.00 0.09 5% queue length 0.00 0.28 ontrol Delay (s/veh) 7.8 13.2 LOS A B Approach Delay (s/veh)j 13.2 ,Approach LOS I-- — B Copyright© 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 8/22/2014 5:37 PM file:///C:[Users/emily.foster/AppData/Local/Temp/u2k5870.tmp 8/22/2014 r r L L L La Quinta Square Traffic Impact Analysis Kim ey»)Horn L La Quinta, California Appendix J: Analysis Worksheets for Mitigated Conditions Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period AM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 0 1 3 0 1 1 0 1 1 0 Lane Group L TR L 11535 TR L TR L TR Volume (vph) 52 1305 64 1 71 37 71 6 63 56 12 10 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 1 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 124.6 0 0 0 t 0 Minimum Pedestrian Time 24.6 38.9 38.9 Excl. Left Thru & RT 03 04 NS Perm Excl. Left 07 08 tPhan G= 9.0 G= 27.0 G= 0.0 G= 0.0 G= 12.0 G= 9.0 G= 0.0 G= 0.0 Y= 4 Y= 4 Y= 0 IY= 0 IY= 4 Y= 4 IY= 0 Y= 0 Duration of Analysis hrs = 0.25 C cle Length C = 73.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 52 1369 71 1572 71 69 56 22 Lane Group Capacity 212 1815 212 1821 543 257 533 278 v/c Ratio 0.25 0.75 0.33 0.86 0.13 0.27 0.11 0.08 Green Ratio 0.12 0.37 0.12 0.37 0.34 10.16 10.34 10.16 Uniform Delay d1 28.9 20.1 29.3 21.3 16.6 26.7 16.5 25.8 Delay Factor k 0.11 0.31 0.11 0.39 0.11 0.11 0.11 0.11 Incremental Delay d2 0.6 1.8 0.9 4.6 0.1 0.6 0.1 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 29.5 21.9 30.2 25.9 16.7 27.2 16.6 25.9 Lane Group LOS C C C C B C B C Approach Delay 22.2 26.0 21.9 19.2 Approach LOS C C C B Intersection Delay 24.1 Intersection LOS C Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 11:55 AM file:H/C:/Users/casey. schooner/AppData/Local/Temp/s2k l 598.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KNA Date Performed 11612014 Time Period Midday Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 0 1 3 0 1 1 0 1 1 0 Lane Group L TR 1 L TR L TR L TR Volume (vph) 143 1825 74 192 1747 88 1 138 41 174 245 55 38 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 24.6 124.6 38.9 38.9 Phasinq Excl. Left Thru & RT 03 1 04 1 NS Perm I Excl. Left 1 07 1 08 Timing G= 8.0 IY= G= 31.0 G= 0.0 1 G= 0.0 1 G= 24.0 G= 9.0 JG= 0.0 1 G= 0.0 4 IY= 4 Y= 0 IY= 0 IY= 4 1 Y= 4 1 Y= 0 Y= 0 Duration of Anal sis hrs = 0.25 Cycle Len th C = 88.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 143 1899 192 1835 138 215 245 93 Lane Group Capacity 157 1730 157 1728 615 435 516 464 v/c Ratio 0.91 1.10 1.22 1.06 10.22 0.49 0.47 0.20 Green Ratio 0.09 0.35 1 0.09 10.35 0.42 0.27 0.42 10.27 Uniform Delay d1 39.6 28.5 40.0 28.5 16.5 26.9 22.3 24.6 Delay Factor k 0.43 0.50 0.50 0.50 0.11 0.11 0.11 0.11 Incremental Delay d2 46.6 53.6 144.1 40.2 0.2 0.9 0.7 0.2 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 Control Delay 86.3 82.1 184.1 68.7 16.7 27.8 23.0 24.8 Lane Group LOS F F F E B C C C Approach Delay 82.4 79.7 23.5 23.5 Approach LOS F E C C Intersection Delay 72.7 Intersection LOS E Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:05 PM file:H/C:/Users/casey.schooner/AppData/Local/Temp/s2kA447.tmp 8/22/2014 Short Report Page 1 of 1 I SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11612014 Time Period PM Peak Intersection 2 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 0 1 3 0 1 1 0 1 1 0 Lane Group L TR L TR L TR L TR Volume (vph) 110 2151 66 201 1749 93 144 31 139 241 37 31 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 00 M24.6 0 138.9 0 0 0 Minimum Pedestrian Time 24.6 138.9 Phasinq Excl. Left I Thru & RT 1 03 04 NS Perm Excl. Left 07 08 Timing G= 8.0 IY= G= 45.0 G= 0.0 G= 0.0 IY= G= 17.0 G= 9.0 G= 0.0 1Y= G= 1 4 IY= 4 Y= 0 1 Y= 0 4 Y= 4 0 Y= Duration of Analysis hrs = 0.25 Cycle Length C = 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 110 2217 201 1842 144 170 241 68 Lane Group Capacity 145 2330 145 2322 480 285 396 302 v/c Ratio 0.76 0.95 1.39 0.79 0.30 0.60 10.61 0.23 Green Ratio 0.08 0.47 0.08 0.47 0.32 10.18 0.32 0.18 Uniform Delay d1 42.6 24.0 43.5 21.1 24.9 35.8 31.4 33.4 Delay Factor k 0.50 0.34 0.11 0.19 0.19 0.11 Incremental Delay d2 210.6 2.0 0.4 3.4 2.7 0.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay r63.033.7 254.1 23.1 25.3 39.2 34.2 33.7 Lane Group LOS F C C D C C Approach Delay 45.8 32.8 34.1 Approach LOS D C C Intersection Delay Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:07 PM L file:///C:/Users/casey.schooner/AppData/Local/Temp/s2lcFC 1 C.tmp 8/22/2014 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period AM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Tirl Inout EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 2 0 2 2 1 1 3 1 1 3 1 Lane Group L TR L T R L T R L T R Volume (vph) 69 128 61 117 314 246 136 2014 80 231 1985 113 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 40.3 140.3 131.8 Phiasinq Excl. Left Thru & RT 03 04 Excl. Left I Thru & RT 07 08 Timing G= 8.0 G= IY= 10.0 G= 0.0 G= 0.0 1 1Y= G= 8.0 JG= 33.0 1 G= 6.6 G= 0.0 4 IY=4 1Y= 0 0 IY=4 IY=4 IY=0 Y=0 Duration of Analysis hrs = 0.25 1 C cle Len th C = 75.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 69 189 117 314 246 136 2014 80 231 1985 113 Lane Group Capacity 184 438 357 460 211 184 2174 678 184 2174 678 v/c Ratio 0.38 0.43 0.33 0.68 1.17 10.74 0.93 0.12 1.26 0.91 0.17 Green Ratio 0.11 0.13 1 0.11 10.13 0.13 0.11 0.44 0.44 0.11 0.44 0.44 Uniform Delay d1 31.2 29.9 31.0 31.0 32.5 32.5 19.9 12.4 33.5 19.7 12.7 Delay Factor k 0.11 0.11 0.11 0.25 0.50 0.30 0.44 0.11 0.50 0.43 0.11 Incremental Delay d2 1.3 0.7 0.5 4.1 113.9 14.6 7.5 0.1 151.4 6.5 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 32.5 30.6 31.6 35.1 146.4 47.1 27.4 12.5 184.9 26.1 12.8 Lane Group LOS C C C D F D C 8 F C 8 Approach Delay 31.1 74.9 28.0 41.2 Approach LOS C E C D Intersection Delay 39.5 Intersection LOS D Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 2:12 PM file:///C:/Users/casey.schooner/AppDatalLocal/Temp/s2k3O99.tmp 8/22/2014 Short Report Page 1 of 1 r r SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 10 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 2 0 2 2 1 1 3 1 1 3 1 Lane Group L TR L T R L T R L T R Volume (vph) 113 239 53 156 469 408 1 153 2439 129 362 2157 80 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 P H F 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 0 1 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time I 1 1 140-3 40.3 31.8 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 9.0 G= 8.0 G= 0.0 G= 0.0 G= 10.0 G= 22.0 G= 0.0 G= 0.0 Y=4 Y=4 Y=0 IY=0 IY=4 Y=4 Y = 0 Y=0 Duration of Analysis hrs = 0.25 Cycle Length C = 65.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adjusted Flow Rate 113 292 156 469 408 153 2439 129 362 2157 80 Lane Group Capacity 239 413 463 425 195 265 1672 522 265 1672 522 v/c Ratio 0.47 0.71 10.34 1.10 2.09 0.58 1.46 0.25 1.37 1.29 0.15 Green Ratio 0.14 0.12 0.14 0.12 10.12 0.15 10.34 0.34 10.15 0.34 0.34 Uniform Delay d1 25.8 27.4 25.3 28.5 28.5 25.5 21.5 15.5 27.5 21.5 15.0 Delay Factor k 0.11 0.27 0.11 0.50 0.50 0.17 0,50 0.11 0.50 0.50 0.11 Incremental Delay d2 1.5 5.5 0.4 74.7 508.6 3.1 209.8 0.2 187.0 135.2 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 27.3 32.9 25.7 J 103.2 537.1 28.6 231.3 15.8 214.5 156.7 15.1 Lane Group LOS C C C F F C F 8 F F B Approach Delay 31.3 262.9 209.7 160.4 Approach LOS C F F F Intersection Delay 188.2 Intersection LOS F Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated. 8/22/2014 2:14 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kD5C R.tmp 8/22/2014 b- La Quinta Square Traffic Impact Analysis Kim ey*Horn La Quinta, California Appendix K: Intersection Queuing Worksheets Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 57 447 259 57 838 278 922 1137 33 248 660 Satflow/Lane 1723 1813 1542 1723 1813 1583 1723 1813 1542 1723 1797 Capacity/Lane Group 301 1186 655 301 1186 380 1220 1235 386 1220 1224 Flow Ratio 0.0 0.1 0.1 0.0 0.2 0.2 0.2 0.2 0.0 0.1 0.1 v/c Ratio 0.19 r.38 0.40 0.19 0.71 0.73 0.76 0.92 0.09 0.20 0.54 I Factor 1.000 1.000 1.000 .000 .000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.7 3.8 3.4 0.7 7.8 7.1 8.6 11.3 0.7 2.0 5.8 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.5 0.5 0.4 0.5 0.5 Q2 0.1 0.3 0.3 0.1 1.0 1 1.0 1.3 3.1 0.0 0.1 0.5 Q Average 0.8 4.1 13.7 0.8 8.8 8.2 9.9 14.4 0.7 2.1 6.3 Percentile Back of Queue (95th percentile) fB% 2.1 2.0 2.0 2.1 1.9 1.9 1.8 1.8 2.1 2.0 1.9 Back of Queue 1.7 8.1 7.3 1.7 16.5 115.3 18.3 25.5 1.5 4.3 12.2 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 0 450 1120 0 0 1335 0 225 600 0 Average Queue Storage Ratio q 0.2 0.0 0.2 0.1 0.1 95% Queue Storage Ratio 0.4 0.0 0.3 0.2 0.2 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 10:30 AM file:///C:/Users/casey.schooner/AppData/Local/Teinp/s2kl D33.ttnp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Lane Group L T R L T R L T R L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 145 834 366 225 791 473 602 827 129 625 879 Satflow/Lane 1723 1813 1542 1723 1813 1583 1723 1813 1542 1723 1787 Capacity/Lane Group 335 1359 750 335 1359 435 939 1112 347 939 1096 Flow Ratio 0.0 0.2 0.1 0.1 0.2 0.3 0.1 0.2 0.1 0.1 0.2 v/c Ratio 0.43 .61 0.49 0.67 0.58 1.09 0.64 0.74 0.37 0.67 0.80 I Factor 1.000 1.000 1.000 .000 .000 .000 1.000 1.000 .000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 11.00 1.00 11.00 Q1 1.5 5.9 3.8 2.5 5.6 10.5 4.5 6.3 2.4 4.7 6.8 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.3 0.4 0.3 0.3 0.4 Q2 0.2 0.7 10.4 0.4 0.6 17.7 10.6 1.0 0.2 0.6 1.3 Q Average 1.7 j6.6 4.2 2.9 6.1 18.2 5.1 7.3 12.6 5.3 18.1 Percentile Back of Queue (95th percentile) fB% 2.0 1.9 2.0 2.0 1.9 1.7 2.0 1.9 2.0 1.9 1.9 Back of Queue 3.5 12.6 8.3 5.8 11.8 31.3 9.9 13.8 5.3 10.4 15.2 Queue Storage Ratio Queue Spacing 25.0 25.0 5.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 710 0 450 1120 0 0 1335 0 225 600 0 Average Queue Storage Ratio 0.1 0.2 0.1 0.1 0.3 0.2 fi 95% Queue Storage Ratio-- 0.1 0.5 0.1 0.2 0.6 0.4 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 10:40 AM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k61.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 133 967 713 195 604 353 572 805 112 519 1125 Satflow/Lane 1723 1813 1542 1723 1813 1583 1723 1813 1542 1723 1792 Capacity/Lane Group 268 1779 982 268 1779 570 704 1235 386 704 1221 Flow Ratio 0.0 0.2 0.3 0.1 0.1 0.2 0.1 0.2 0.1 0.1 0.2 v/c Ratio 0.50 .54 .73 0.73 0.34 0.62 0.81 0.65 0.29 0.74 0.92 1 Factor 1.000 .000 1.000 .000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.8 7.8 9.7 2.7 4.5 8.1 5.6 7.3 2.5 5.0 11.1 kB 0.2 0.6 0.5 0.2 10.6 0.5 0.3 0.5 0.4 0.3 0.5 02 0.2 0.7 1.3 0.5 0.3 0.8 1.2 0.8 0.2 0.8 3.1 Q Average 2.0 8.5 11.0 3.2 14.8 8.9 6.8 8.2 2.7 15.9 14.2 Percentile Back of Queue (95th percentile) fB% 2.0 1.9 1.8 2.0 2.0 1.9 1.9 1.9 2.0 1.9 1.8 Back of Queue 4.1 15.9 0.0 6.5 9.3 16.6 13.0 15.4 5.4 11.4 25.2 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 710 0 450 1120 0 0 1335 0 225 600 0 Average Queue Storage Ratio 0.1 0.6 0.1 0.1 0.3 0.2 95% Queue Storage Ratio 0.1 11.1 0.1 0.2 1 0.6 0.5 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 10:36 AM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k9FOF.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH I RT LT I TH RT LT TH RT LT I TH RT Lane Group L T R L T R L T R L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11674 Flow Rate/Lane Group 102 804 365 160 991 272 979 1703 131 519 Satflow/Lane 1723 1813 1542 1723 1813 1583 1723 1813 1542 1723 1801 Capacity/Lane Group 268 1038 573 268 1038 332 939 1729 540 939 1717 Flow Ratio 0.0 0.2 0.1 0.0 0.2 0.2 10.2 0.3 0.1 0.1 0.3 v/c Ratio 0.38 0.77 0.64 0.60 0.95 0.82 1.04 0.98 0.24 0.55 0.97 1 Factor 1.000 1.000 1.000 .000 .000 E 0 00 1.000 1.000 .000 .000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 11.00 1.00 11.00 1.00 1.00 1.00 11.00 1.00 11.00 Q1 1.4 7.7 5.2 2.2 10.0 7.2 10.0 17.2 2.6 4.7 16.8 kB 0.2 0.4 0.4 0.2 0.4 10.4 0.4 0.6 0.5 0.4 0.6 Q2 0.1 1.3 0.6 0.3 3.3 1.4 15.2 6.1 0.2 0.5 5.6 Q Average 1.5 9.0 15.9 12.5 13t3 8.7 15.2 123.3 12.7 5.2 122.4 Percentile Back of Queue (95th percentile) fB% 2.1 13.1 1.9 1.9 2.0 1.8 1.9 1.8 1.7 2.0 1.9 1.7 Back of Queue 16.8 11.3 5.1 23.8 16.2 26.7 38.8 5.5 10.2 [37.5 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0- 25.0 Queue Storage 710 0 450 1120 0 0 1335 0 225 600 0 Average Queue Storage Ratio 0.1 0.3 0.1 0.3 0.3 0.2 95% Queue Storage Ratio 0.1 0.6 0.1 0.5 0.6 0.4 Copyright © 2008 University of Florida, All Rights Reserved HCS+T^^ Version 5.4 Generated: 8l220,14 10:44 AM I file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k8F79.tmp 8/22/2014 rBack -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horiszon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 210 1194 403 295 1142 514 751 1041 165 876 1254 Satflow/Lane 1723 1813 1542 1723 1813 1583 1723 1813 1542 1723 1787 Capacity/Lane Group 315 1279 706 315 1279 410 884 1337 417 884 1318 Flow Ratio 0.1 0.2 0.1 0.1 0.2 0.3 0.2 0.2 0.1 0.2 0.3 v/c Ratio 0.67 .93 0.57 0.94 0.89 1.25 0.85 0.78 0.40 0.99 0.95 I Factor 1.000 1.000 1.000 .000 .000 1.000 1.000 1.000 1.000 1,000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 11.00 1.00 11.00 1.00 1.00 1.00 PF Factor 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 Q1 2.5 10.1 4.7 3.5 9.5 12.1 6.3 8.3 3.2 7.6 10.7 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.3 0.4 0.4 0.3 0.4 Qz 10.4 3.3 0.5 1.5 2.5 14.7 1.5 1.4 0.3 3.5 3.7 Q Average 2.9 13.4 5.2 5.0 12.1 26.8 7.8 9.7 3.4 11.1 14.4 Percentile Back of Queue (95th percentile) fB% 2.0 1.8 2.0 2.0 1.8 121.8 6 F43. 1.9 1.8 118.0 2.0 1.8 1.S Back of Queue 15.8 3.9 110.1 9.8 9 14.7 6.9 20.2 25.5 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 710 0 450 1120 0 0 1335 0 225 600 0 Average Queue Storage Ratio 0.1 0.3 0.1 0.1 0.4 0.5 95% Queue Storage Ratio 0.2 10.6 0.2 0.3 0.8 0.8 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 10:50 AM file:H/C:/Users/casey.schooner/AppData/Local/Temp/s2kEO4A.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT I TH RT LT TH RT LT I TH RT Lane Group L T R L T R L T R L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 216 1199 595 353 819 577 j 737 1705 215 754 1476 Satflow/Lane 1723 1813 1542 1723 11813 1583 1723 1813 1542 1723 11796 Capacity/Lane Group 282 1300 718 282 1300 417 692 1664 519 692 1649 Flow Ratio 0.1 0.2 0.2 0.1 0.2 0.4 0.2 0.3 0.1 0.2 0.3 v/c Ratio 0.77 0.92 0.83 1.25 0.63 1.38 1.07 1.02 0.41 1.09 0.90 1 Factor 1.000 1.000 1.000 .000 .000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 2.9 11.3 8.4 4.8 7.0 15.2 7.1 16.5 4.4 7.3 13.5 kB 0.2 0.5 0.4 0.2 0.5 0.4 0.3 0.5 0.5 0.3 0.5 Q2 0.6 3.2 1.7 5.4 0.7 21.4 4.4 7.4 0.3 4.9 3.2 Q Average 3.5 14.5 10.0 10.2 7.7 136.6 111.5 123.9 14.7 12.2 16.7 Percentile Back of Queue (95th percentile) fl3% 2.0 1.8 1.8 1.8 1.9 1 1.6 1.8 1.7 2.0 1.8 1.7 Back of Queue 17.0 5.6 18.5 18.8 14.6 57.8 20.9 39.7 9.2 22.1 29.1 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 710 0 450 1120 0 0 1335 0 225 600 0 Average Queue Storage Ratio 0.1 0.6 0.2 0.2 0.5 0.5 95% Queue Storage Ratio 0.2 1 11.0 0.4 1 1 0.4 1 1 1.0 10.9 Copyright © 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Generated: 8/22/2014 10:48 AM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k28CA.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 F BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR LTR DefL TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 35 897 53 969 99 40 14 Satflow/Lane 1723 1801 1723 1807 11412 1251 1697 Capacity/Lane Group 258 2208 258 2216 538 250 339 Flow Ratio 0.0 0.2 0.0 0.2 0.0 0.0 0.0 We Ratio 0.14 0.41 10.21 0.44 j 0.18 j 0.16 0.04 1 Factor 1.000 11.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 11.00 1.00 1 1.00 1.00 11.00 Q1 0.5 13.7 0.8 4.0 0.7 0.6 0.2 kB 0.2 0.5 0.2 0.5 0.3 0.2 0.3 Q2 0.0 0.3 0.1 0.4 0.0 0.0 Q Average 0.5 4.0 10.8 4.4 L±O 0.6 0.2 Percentile Back of Queue (95th percentile) fg°io 2.1 2.0 2.1 2.0 2.1 2.1 2.1 10.4 Back of Queue 1.1 T 9 1.7 8.7 1.6 1.2 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 415 0 375 0 0 0 0 Average Queue Storage Ratio 0.0 0.1 95% Queue Storage Ratio 0.1 0.1 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 11:33 AM file:///C:/Users/casey.sclioonet-/AppData/Local/Temp/s2kD5CA.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 U BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 WP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Lane Group L TR L TR LTR DefL TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 102 1370 159 1361 329 188 72 Satflow/Lane 1723 1803 1723 1800 1357 945 1700 Capacity/Lane Group 184 2030 184 2027 827 302 544 Flow Ratio 0.1 0.3 0.1 0.3 0.1 0.2 0.0 v/c Ratio 0.55 0.67 0.86 0.67 0.40 0.62 0.13 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 2.0 8.5 3.3 8.4 2.8 3.3 1.1 kB 0.2 0.5 0.2 0.5 0.4 0.3 0.4 Q2 0.3 1.0 1.1 1.0 0.2 1 0.5 0.1 Q Average 2.3 9.5 4.3 9.5 3.0 3.8 1.1 Percentile Back of Queue (95th percentile) fl3% 2.0 1.9 2.0 1.9 2.0 2.0 2.1 12.3 Back of Queue 4.6 117.7 8.5 117.5 1 1 6.1 7.6 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 415 0 375 0 0 0 0 Average Queue Storage Ratio 0.1 0.3 95% Queue Storage Ratio 0.3 1 0.6 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:03 PM file:///C:/Users/casey.schooner/AppDataJLocal/Temp/s2kFCDO.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 L BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 WP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR efL TR efL TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 67 1386 162 1244 110 134 163 46 Satflow/Lane 1723 1805 1723 1800 1354 1586 1218 1690 Capacity/Lane Group 212 1892 212 1886 417 488 375 520 Flow Ratio 0.0 0.3 0.1 0.3 0.1 0.1 0.1 0.0 v/c Ratio 0.32 0.73 0.76 0.66 0.26 0.27 0.43 0.09 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.1 7.9 2.8 6.8 1.5 1.8 2.4 0.6 kB 0.2 0.5 0.2 0.5 0.3 0.4 0.3 0.4 Q2 0.1 1.2 0.7 0.9 1 10.1 0.1 0.2 0.0 Q Average 1.2 9.0 1 3.5 7.6 1 1.6 2.0 2.6 0.6 Percentile Back of Queue (95th percentile) fl3% 2.1 1.9 1 2.0 1.9 1 2.0 HO 2.0 2.1 Back of Queue 12.5 16.8 7.0 14.5 3.3 5.2 1 1.3 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 415 0 375 0 0 0 0 0 Average Queue Storage Ratio 0.1 0.2 95% Queue Storage Ratio 0.1 0.5 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5 4 Generated: 8/22/2014 11:40 AM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k6DE3.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 0 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR LTR DefL TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 52 1369 71 1572 140 56 22 Satflow/Lane 1723 1801 1723 1807 1382 1203 1690 Capacity/Lane Group 258 2208 258 2215 526 241 338 Flow Ratio 0.0 0.3 0.0 0.3 0.1 0.0 0.0 v/c Ratio 0.20 0.62 0.28 0.71 0.27 0.23 0.07 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 1 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.8 6.4 1.0 7.8 1.0 0.8 0.3 kg 0.2 0.5 0.2 0.5 0.3 0.2 0.3 Q2 0.1 0.8 1 0.1 1.1 0.1 0.1 0.0 Q Average 0.8 7.1 1 11.1 8.9 1 1 1.1 0.9 10.3 Percentile Back of Queue (95th percentile) fB% 2.1 1.9 2.1 1.9 2.1 2.1 2.1 Back of Queue 11.7 113.6 2.4 116.6 1 2.3 1 1 1.8 10.7 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 415 0 375 0 0 0 0 Average Queue Storage Ratio 0.0 0.1 95% Queue Storage Ratio 0.1 0.2 Copyright © 2008 University of Florida, All Rights Reserved HC$+TM Version 5.4 file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k9l I C.tmp Generated: 8/22/2014 11:44 AM 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 r r- L BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year with Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR LTR DefL TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 143 1899 192 1835 1353 245 93 Satflow/Lane 1723 1803 1723 1800 1345 1905 1703 Capacity/Lane Group 184 2030 184 2027 820 290 545 Flow Ratio 0.1 0.4 0.1 0.4 0.1 0.3 0.1 v/c Ratio 0.78 0.94 1.04 0.91 0.43 0.84 0.17 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 11.00 Q1 2.9 13.9 4.0 13.1 3.0 4.8 1.4 kB 0.2 0.5 0.2 0.5 0.4 0.3 0.4 Q2 0.7 4.4 1 12.9 3.5 0.3 1.3 0.1 Q Average 3.6 18.2 1 6.9 16.7 3.3 16.1 11.5 Percentile Back of Queue (95th percentile) fB% 2.0 1.7 1.9 1.7 2.0 1.9 2.1 Back of Queue 7.1 1.3 1 113.1 128.9 1 1 16.6 1 111.7 13.0 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 415 0 375 0 0 0 0 Average Queue Storage Ratio 0.2 0.5 95% Queue Storage Ratio TO.4 1 0.9 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 11:51 AM L file:///C:/Users/case .schooner/A Data/Local/Tem /s2kF47C.tm Y PP P P 8/22/2014 Back -of -Queue Worksheet Page I of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Lane Group L TR L TR DefL TR DefL TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 110 2217 201 1842 144 170 241 68 Satflow/Lane 1723 1805 1723 1799 1328 1591 1178 1690 Capacity/Lane Group 168 2699 168 2691 275 330 244 350 Flow Ratio 0.1 0.5 0.1 0.4 0.1 0.1 0.2 0.0 v/c Ratio 0.65 0.82 1.20 0.68 0.52 0.52 0.99 0.19 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 11.00 11.00 11.00 1.00 1.00 11.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 2.4 15.2 4.6 11.1 2.9 3.4 5.5 1.3 kB 0.2 0.6 0.2 0.6 0.3 0.3 0.3 0.3 Q2 0.4 2.7 5.2 1.4 0.3 0.4 2.7 0.1 Q Average 2.8 17.9 9.8 12.5 3.2 3.8 8.2 1.4 Percentile Back of Queue (95th percentile) fB% 2.0 1.7 1 1.8 1.8 1 2.0 2.0 1 1.9 2.1 Back of Queue 15.7 30.8 1 18.1 22.5 1 6.5 7.5 1 15.4 2.8 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 415 0 375 0 0 0 0 0 Average Queue Storage Ratio 0.2 0.7 95% Queue Storage Ratio 0.3 1 1 1.2 Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 3:40 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k641.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 L L BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions - Mitigated Average Back of Queue EB WB NB SB LT TH RT 'LT TH RT LT TH RT LT TH RT Lane Group L TR L TR L TR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 52 1369 71 1572 71 69 56 22 Satflow/Lane 1723 1801 1723 1807 1585 1565 1557 1690 Capacity/Lane Group 212 1815 212 1821 543 257 533 278 Flow Ratio 0.0 0.3 0.0 0.3 0.0 0.0 0.0 0.0 v/c Ratio 0.25 0.75 0.33 0.86 0.13 0.27 0.11 0.08 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.0 8.9 1.3 10.8 1.0 1.2 0.8 0.4 kB 0.2 0.5 0.2 0.5 0.4 0.3 0.4 0.3 Q2 0.1 1.4 0.1 2.5 1 10.1 0.1 0.0 0.0 Q Average 1.0 10.3 1 11.4 13.3 1 1.0 11.3 1 10.8 10.4 Percentile Back of Queue (95th percentile) fB% 2.1 1.8 1 2.1 1.8 1 2.1 12.1 1 12.1 12.1 Back of Queue 2.1 18.9 1 3.0 23.8 1 2.1 2.7 1 1.7 10.8 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 415 0 375 0 0 0 0 0 Average Queue Storage Ratio 0.1 0.1 95% Queue Storage Ratio 0.1 1 1 0.2 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:06 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kCEA6.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year with Project Conditions -Mitigated Average Back of Queue EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Lane Group L TR L TR L TR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 143 1899 1835 138 215 245 93 Satflow/Lane 1723 1803 J1723 1800 1464 1594 1228 1703 Capacity/Lane Group 157 1730 1728 615 435 516 464 Flow Ratio 0.1 0.4 0.1 0.4 0.1 0.1 0.2 0.1 v/c Ratio 0.91 1.10 1.22 1.06 0.22 0.49 0.47 0.20 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 11.00 11.00 1.00 1 1.00 11.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 3.5 17.0 4.7 16.5 2.0 4.4 3.7 1.7 kB 0.2 0.5 0.2 0.5 0.5 0.4 0.5 0.4 Q2 1.3 11.6 15.4 19.5 1 10.1 0.4 0.4 0.1 Q Average 4.8 28.7 10.1 25.9 1 2.2 4.8 4.1 11.9 Percentile Back of Queue (95th percentile) fB% 2.0 1.6 1 1.8 1 1.6 1 2.0 2.0 1 2.0 2.0 Back of Queue 9.4 46.5 1 18.6 42.6 1 4.4 9.4 1 8.2 3.8 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 415 0 375 0 0 0 0 0 Average Queue Storage Ratio 0.3 0.7 95% Queue Storage Ratio 0.6 1.2 Copyright© 2008 University of Florida. All Rights Reserved HC$+TM Version 5.4 Generated: 8/22/2014 12:05 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kA42A.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions - Mitigated Average Back of Queue EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR L TR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 110 2217 201 1842 144 170 241 68 Satflow/Lane 1723 11805 1723 1799 1520 1591 1252 1690 Capacity/Lane Group 145 2330 145 2322 480 285 396 302 Flow Ratio 0.1 0.5 0.1 0.4 0.1 0.1 0.2 0.0 v/c Ratio 0.76 0.95 1.39 0.79 0.30 0.60 0.61 0.23 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 PF Factor 1.00 11.00 11.00 1.00 1 1.00 1.00 1.00 1.00 Q1 2.8 20.5 5.3 15.0 2.7 4.1 14.7 11.5 kB 0.2 0.6 0.2 0.6 0.5 0.3 0.4 0.3 Q2 0.6 5.9 7.7 2.3 0.2 0.5 0.6 0.1 Q Average 13.5 126.5 1 113.0 17.3 2.9 4.6 5.4 1.6 Percentile Back of Queue (95th percentile) fB% 1.8 1.7 2.0 2.0 1.9 2.0 Back of Queue JE E433 23.3 29.9 1 5.8 9.0 1 10.4 3.4 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 415 0 375 0 0 0 0 0 Average Queue Storage Ratio 0.2 0.9 95% Queue Storage Ratio 0.4 1.6 Copyright © 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Generated: 8/22/2014 12:08 PM 8/22/2014 file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kFCOF.tmp Back -of -Queue Worksheet Page 1 of 1 U BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L TR LTR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 44 717 46 103 1001 161 36 100 Satflow/Lane 1723 1813 1542 1723 1797 1417 1179 1612 Capacity/Lane Group 402 1647 514 402 1632 630 275 376 Flow Ratio 0.0 10.1 0.0 10.1 0.2 0.1 0.0 0.1 v/c Ratio 0.11 0.44 0.09 0.26 0.61 0.26 0.13 0.27 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.6 3.4 0.5 1.4 5.1 1.1 0.5 1.4 kB 0.3 0.4 0.4 0.3 0.4 0.3 0.2 0.3 Q2 0.0 0.3 0.0 0.1 0.6 0.1 0.0 0.1 Q Average 0.6 3.7 10.6 1.5 15.7 1.2 0.5 1.5 Percentile Back of Queue (95th percentile) fB% 2.1 2.0 2.1 2.1 1.9 1 1 2.1 1 2.1 2.1 Back of Queue 1.3 7.4 1.2 3.1 11.1 1 1 2.5 1 1.1 3.0 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 320 0 185 525 0 0 0 0 Average Queue Storage Ratio 0.0 0.1 0.1 95% Queue Storage Ratio 0.1 0.2 0.1 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12.10 PM file:///C:/Users/easey.schooner/AppData/Local/Temp/s2k] 7F.tmp 8/22/2014 11 a Back -of -Queue Worksheet Page 1 of 1 I r L BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L TR LTR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 59 1477 88 162 1332 253 88 121 Satflow/Lane 1723 1813 1542 1723 1794 1324 1080 1643 Capacity/Lane Group 402 1647 514 402 1630 588 252 383 Flow Ratio 0.0 0.3 0.1 0.1 0.3 0.1 0.1 0.1 v/c Ratio 0.15 0.90 0.17 0.40 0.82 0.43 1 0.35 10.32 1 Factor 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.8 8.6 1.0 2.3 7.4 1.9 1.2 1.7 kB 0.3 0.4 0.4 0.3 0.4 0.3 0.2 0.3 Q2 0.1 2.6 0.1 0.2 1.6 0.2 0.1 0.1 Q Average 0.8 11.2 1.1 2.5 9.0 2.1 1.4 1.8 Percentile Back of Queue (95th percentile) fB% 2.1 1.8 2.1 2.0 1.9 2.0 2.1 2.0 Back of Queue 1.7 20.4 2.3 5.0 16.8 4.2 2.8 3.7 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage i 320 0 185 525 0 0 0 0 Average Queue Storage Ratio 0.1 0.2 0.1 I -L, 95% Queue Storage Ratio 0.1 1 0.3 0.2 1 L_F1 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5 4 Generated: 8/22/2014 12:12 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kD3BF.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Lane Group L T R L TR LTR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 72 1155 76 167 1590 176 41 111 Satflow/Lane 1723 1813 1542 1723 1796 1405 1163 1613 Capacity/Lane Group 402 1647 1514 402 1632 625 271 376 Flow Ratio 0.0 0.2 0.0 0.1 0.3 0.1 0.0 0.1 v/c Ratio 0.18 0.70 0.15 0.42 a97 0.28 0.15 0.30 I Factor 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.0 6.2 0.9 2.4 9.6 1.3 0.5 1.5 kB 0.3 0.4 0.4 0.3 0.4 0.3 0.2 0.3 Q2 0.1 0.9 0.1 0.2 4.5 0.1 0.0 0.1 Q Average 11.0 7.1 1.0 2.6 14.1 1.4 0.6 1.6 Percentile Back of Queue (95th percentile) fB% 2.1 1.9 2.1 2.0 1.8 1 1 2.1 1 2.1 2.0 Back of Queue 2.1 13.4 2.0 5.2 25.0 1 1 2.8 1 1.2 3.4 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 320 0 185 525 0 0 0 0 Average Queue Storage Ratio 0.1 0.1 0.1 95% Queue Storage Ratio 0.2 0.3 0.2 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:14 PM 1 1 r, I file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kD54A.tmp 8/22/2014 F Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L TR LTR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 93 2272 140 240 1910 369 108 147 Satflow/Lane 1723 1813 1542 1723 1794 1 1277 773 1642 Capacity/Lane Group 212 2509 783 212 2482 449 143 303 Flow Ratio 0.1 0.5 0.1 0.1 0.4 0.2 0.1 0.1 v/c Ratio 0.44 10.91 0.18 11.13 0.77 0.82 0.76 0.49 I Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.6 13.7 1.4 4.3 10.2 1 3.3 1.8 2.4 kB 0.2 0.5 0.5 0.2 0.5 0.2 0.2 0.3 Q2 0.2 3.8 0.1 4.9 1.7 0.9 0.5 0.3 Q Average 11.7 117.6 1.5 19.2 11.9 14.3 2.3 2.6 Percentile Back of Queue (95th percentile) fB% 2.0 1.7 2.1 13.0 1.9 117.1 1.8 1 2.0 1 2.0 2.0 Back of Queue 3.5 30.3 21.6 1 1 8.4 1 4.7 5.3 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 320 0 185 525 0 0 0 0 Average Queue Storage Ratio 0.1 0.2 0.4 95% Queue Storage Ratio 0.3 1 0.4 0.8 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:16 PM file:H/C:/Users/casey.scliooner/AppData/Local/Temp/s2k7A43.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 WP Conditions Average Back of Queue EB WB NB SB LT TH RT LT I TH RT LT TH I RT LT I TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 98 505 41 75 987 113 198 563 52 160 338 105 Satflow/Lane 1723 1813 1542 1723 11813 1542 1723 1813 11542 1723 11813 1542 Capacity/Lane Group 412 1520 474 412 1520 474 412 691 308 412 691 308 Flow Ratio 0.0 0.1 0.0 0.0 0.2 0.1 0.1 0.2 0.0 0.0 0.1 0.1 v/c Ratio 0.24 0.33 0.09 0.18 0.65 0.24 0.48 0.81 0.17 0.39 0.49 0.34 1 Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 1.000 .000 1.000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.8 2.6 0.5 0.6 5.7 1.5 1.7 5.1 0.8 1.4 2.8 1.6 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.2 0.3 0.3 0.2 0.3 0.3 Q2 0.1 0.2 0.0 0.0 0.7 0.1 0.2 1.2 0.1 0.1 0.3 0.1 Q Average 0.9 2.8 0.6 0.7 16.4 1.6 1 1.9 16.3 0.8 1.5 3.1 1.8 Percentile Back of Queue (95th percentile) fB% 2.1 2.0 2.1 2.1 1.9 2.0 2.0 1.9 2.1 2.1 2.0 2.0 Back of Queue 1.8 5.6 1.2 1.4 12.2 3.4 3.9 12.1 1.7 3.1 6.3 3.6 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 720 0 215 790 0 155 300 0 150 300 0 155 Average Queue Storage Ratio 0.0 0.1 0.0 0.3 0.2 0.1 0.1 0.3 95% Queue Storage Ratio 0.1 0.1 0.0 0.5 0.3 0.3 0.3 0.6 Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:21 PM file:///C:/Users/casey.scliooner/AppData/Local/Temp/s2lcE546.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 F I L BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 WP Conditions Average Back of Queue EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 241 1410 186 143 1238 161 115 221 52 250 268 143 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 11542 1723 1813 1542 Capacity/Lane Group 396 1885 588 396 1885 588 440 545 243 440 545 243 Flow Ratio 0.1 0.3 0.1 0.0 0.3 0.1 0.0 0.1 0.0 0.1 0.1 0.1 v/c Ratio 0.61 0.75 0.32 0.36 0.66 0.27 0.26 0.41 0.21 0.57 0.49 0.59 Factor 1.000 .000 .000 .000 1.000 1.000 [I.000 1.000 1.000 .000 1.000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 11.00 1.00 11.00 1.00 1.00 1.00 11.00 1.00 11.00 1.00 Q1 2.5 9.4 2.8 1.4 7.9 2.3 1.1 2.2 1.0 2.5 2.7 2.8 kB 0.2 0.5 0.5 0.2 0.5 0.5 0.3 0.3 0.3 0.3 0.3 0.3 Q2 0.4 1.4 0.2 0.1 0.9 0.2 0.1 0.2 0.1 0.3 0.3 0.4 Q Average 2.9 10.8 3.0 1.6 :8.8::] 2.5 1.2 2.4 1.0 2.9 3.0 3.2 Percentile Back of Queue (95th percentile) fl3% 2.0 1.8 2.0 2.1 1.9 2.0 1 2.1 2.0 2.1 2.0 2.0 2.0 Back of Queue 5.7 19.8 6.0 3.2 16.5 5.1 2.5 4.9 2.1 5.8 6.0 6.4 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 720 0 215 790 0 155 300 0 150 300 0 155 Average Queue Storage Ratio 0.1 0.3 0.0 0.4 0.1 0.2 0.2 0.5 95% Queue Storage Ratio 0.2 10-7701 0.8 0.2 0.4 0.5 1.0 Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:22 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kADA7.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 0 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 169 1048 161 126 1173 80 338 531 37 106 656 115 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 412 1520 474 412 1520 474 412 691 308 412 691 308 Flow Ratio 0.1 0.2 0.1 0.0 0.2 0.1 0.1 0.2 0.0 0.0 0.2 0.1 v/c Ratio 0.41 0.69 10.34 0.31 10.77 0.17 0.82 0.77 0.12 0.26 0.95 0.37 1 Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 .000 .000 1.000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 11.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.5 6.1 2.2 1.1 7.0 1.1 3.1 4.7 0.5 0.9 6.1 1.8 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.2 0.3 0.3 0.2 0.3 0.3 Q2 0.2 0.8 0.2 0.1 1.2 0.1 0.9 0.9 0.0 0.1 2.7 0.2 Q Average 1.6 6.9 2.4 1.1 8.3 1.1 3.9 5.7 0.6 1.0 8.8 12.0 Percentile Back of Queue (95th percentile) fB% 2.0 13.3 1.9 2.0 2.1 1.9 2.1 2.0 1.9 2.1 2.1 1 1.9 2.0 Back of Queue 13.2 4.9 2.4 15.6 2.3 7.8 11.0 1 1.2 2.0 16.5 4.0 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25. 225.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 720 0 215 790 0 155 300 0 150 300 0 155 Average Queue Storage Ratio 0.1 0.3 0.0 0.2 0.3 0 .1 0.1 0.3 95% Queue Storage Ratio 0.1 0.6 0.1 0.4 0.6 0.2 0.2 0.6 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:26 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k8F53.tmp 8/22/2014 IBack -of -Queue Worksheet Page 1 of 1 I I L BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 397 1780 279 190 1829 304 233 99 276 518 167 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1542 1723 1813 1542 Capacity/Lane Group 396 1885 588 396 1885 588 440 243 440 545 243 Flow Ratio 0.1 0.4 0.2 0.1 0.4 0.2 0.1 k545 0.1 0.1 0.2 0.1v/c Ratio 1.00 0.94 0.47 0.48 0.97 0.52 0.53 0.41 0.63 0.95 0.691 Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 .000 E555 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 11.00 1.00 11.00 1.00 11.00 1.00 1.00 1.00 1.00 13.3 1.00 Q1 4.3 13.3 4.4 1.9 13.9 4.9 2.3 7.0 1.9 2.8 5.7 kB 0.2 0.5 0.5 0.2 0.5 0.5 0.3 0.3 0.3 0.3 0.3 0.3 Q2 2.5 4.4 0.4 0.2 15.3 10.5 0.3 7.4 10.2 0.4 2.4 0.6 Q Average 6.8 17.8 4.9 2.1 19.3 5.4 2.6 14.4 2.1 3.3 8.1 3.9 Percentile Back of Queue (95th percentile) fB% 1.9 1.7 2.0 2.0 1.7 1.9 2.0 P255 2.0 2.0 1.9 2.0 Back of Queue 13.1 30.6 9.5 4.3 32.9 10.5 5.3 4.2 6.5 15.2 7.7 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 720 0 215 790 0 155 300 0 150 300 0 155 Average Queue Storage Ratio 0.2 0.6 0.1 0.9 0.2 0.3 0.3 0.6 95% Queue Storage Ratio 0.5 1.1 0.1 1.7 0.4 0.7 0.5 1.2 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:28 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kBO6D.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Lane Group L T R L TR L T R L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 32 749 121 134 996 101 6 86 56 36 Satflow/Lane 1723 1813 1542 1723 1790 1723 11814 1542 1723 11723 Capacity/Lane Group 446 1482 463 446 1463 230 302 257 446 287 Flow Ratio 0.0 0.2 0.1 0.0 10.2 10.1 0.0 0.1 0.0 0.0 v/c Ratio 0.07 10.51 0.26 0.30 0.68 0.44 0.02 0.33 0.13 .13 I Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.2 3.8 1.5 1.0 5.3 1.5 0.1 1.3 0.4 0.5 kB 0.2 0.4 0.3 0.2 0.4 0.2 0.3 0.2 0.2 0.3 Q2 0.0 0.4 10.1 10.1 10.8 1 10.2 10.0 10.1 0.0 0.0 Q Average 0.3 1 4.1 1.7 1.1 6.1 1 -][--1 1.7 0.1 1.4 0.4 0.5 Percentile Back of Queue (95th percentile) fB% 2.1 2.0 2.0 2.1 1.9 1 2.0 2.1 2.1 2.1 2.1 Back of Queue 0.5 8.2 3.4 2.3 11.8 1 3.5 0.2 2.8 0.9 1.1 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 800 0 270 790 0 130 0 0 200 0 Average Queue Storage Ratio 0.0 0.2 0.0 0.3 0.1 95% Queue Storage Ratio 0.0 1 0.3 0.1 0.7 0.1 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:31 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k8.tmp 8/22/2014 Short Report Page 1 of 1 L SHORT REPORT General Information Site Information Analyst EF Agency or Co. KHA Date Performed 11712014 Time Period PM Peak Intersection 5 Area Type All other areas Jurisdiction La Quinta Analysis Year Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 0 1 1 1 2 1 0 Lane Group L T R L TR L T R L TR Volume (vph) 90 1334 179 214 1043 192 137 45 154 244 33 48 % Heavy Vehicles 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.93 0.93 0.93 0.90 0.90 0.90 0.85 0.85 0.85 0.80 0.80 0.80 Pretimed/Actuated (P/A) A A A A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 1 3 3 3 3 3 3 Unit Extension 3.0 3. 33.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 0 1 0 1 0 0 0 632 0 0 0 0 0 Minimum Pedestrian Time 24.6 40.3 40.3 Phasin Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G= 8.0 G= IY= 19.0 G= 0.0 G= 0.0 G= 8.0 G= 9.0 G= 0.0 1Y= G= 0.0 1Y= Y= 4 4 Y= 0 Y= 0 Y= 4 Y= 4 0 0 Duration of Analysis hrs = 0.25 C cle Len th C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjusted Flow Rate 97 1434 192 238 1372 161 53 181 305 101 Lane Group Capacity 446 1565 488 446 1528 230 272 231 446 248 v/c Ratio 0.22 0.92 0.39 0.53 0.90 0.70 0.19 0.78 0.68 0.41 Green Ratio 0.13 0.32 0.32 0.13 0.32 0.13 0.15 0.15 0.13 0.15 Uniform Delay d1 23.2 19.7 16.0 24.3 19.6 24.9 22.3 24.6 24.8 23.1 Delay Factor k 0.11 0.43 0.11 0.14 0.42 0.27 0.11 0.33 0.25 0.11 Incremental Delay d2 0.2 1 8.9 0.5 1.3 7.5 9.1 0.4 16.0 4.3 1 1.1 PF Factor 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 Control Delay 23.5 28.6 16.5 25.5 27.1 34.0 22.7 40.6 29.1 24.2 Lane Group LOS C C B C C C C D C C Approach Delay 27.0 26.8 35.5 27.9 Approach LOS C C D C Intersection Delay 27.8 Intersection LOS C Copyright 0 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:33 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k9CEl:.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L TR L T R L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 44 988 161 201 1478 119 7 102 46 Satflow/Lane 1723 1813 1542 1723 1789 1723 1814 1542 d446 1719 Capacity/Lane Group 446 1482 463 446 1463 230 302 257 287 Flow Ratio 0.0 0.2 0.1 0.1 0.3 0.1 0.0 0.1 0.0 v/c Ratio 0.10 9.67 0.35 0.45 1.01 0.52 0.02 0.40 0.16 0.16 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.3 5.3 2.1 1.6 9.0 1.8 0.1 1.5 0.5 0.7 kB 0.2 0.4 10.3 0.2 10.4 10.2 0.3 0.2 0.2 10.3 Q2 0.0 0.7 0.2 0.2 5.3 0.2 0.0 0.2 0.0 0.0 Q Average 10.3 6.0 2.3 1.8 14.4 2.1 0.1 1.7 0.6 0.7 Percentile Back of Queue (95th percentile) fl3% 2.1 1.9 2.0 2.0 1.8 2.0 2.1 2.0 13.4 2.1 11.2 2.1 Back of Queue 0.7 11.6 4.6 3.6 25.4 4.2 10.2 11.5 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 800 0 270 790 0 130 0 0 200 0 Average Queue Storage Ratio 0.0 0.2 0.1 0.4 0.1 95% Queue Storage Ratio 0.0 1 0.4 0.1 0.8 1 1 0.1 Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:37 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kECCA.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Lane Group L T R L TR L T R L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 157 2273 312 373 2101 240 79 270 427 140 Satflow/Lane 1723 1813 1542 1723 1770 1723 1814 1542 1723 1652 Capacity/Lane Group 301 2332 728 301 2276 232 224 191 451 1204 Flow Ratio 0.0 0.5 0.2 0.1 0.4 0.1 0.0 0.2 0.1 1 0.1 v/c Ratio 0.52 P.97 0.43 1.24 0.92 1.03 0.35 1.41 0.95 0.69 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.9 20.2 5.1 4.7 17.8 5.9 1.8 6.7 5.4 3.3 kB 0.2 0.6 0.6 0.2 0.6 0.3 0.3 0.3 0.3 0.3 Q2 0.2 6.8 0.4 5.7 3.50.2 10.7 2.1 0.5 Q Average 2.1 7.0 5.5 10.9.4 4 L22. 1.9 17.4 7.5 3.9 Percentile Back of Queue (95th percentile) fl3% 2.0 1.6 1.9 1.8 11.7 1 11.9 12.0 11.7 11.9 12.0 Back of Queue 4.3 P4.1 110.7 119.2 137.6 1 117.4 14.0 130.0 114.2 17.7 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 800 0 270 790 0 130 0 0 200 0 Average Queue Storage Ratio 0.1 0.5 0.3 1.8 0.9 95% Queue Storage Ratio 0.1 1.0 0.6 3.4 1 1 1.8 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:41 PM file:///C:/Users/easey.schooner/AppData/Local/Temp/s2l 2E41.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 74 615 119 167 980 227 j 109 574 150 336 479 185 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 412 1596 498 412 1596 498 412 637 1285 412 637 285 Flow Ratio 0.0 0.1 0.1 0.0 0.2 0.1 0.0 0.2 0.1 0.1 0.1 v/c Ratio 0.18 0.39 0.24 0.41 0.61 0.46 0.26 0.90 E.530 0.82 0.75 0.65 Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 .000 1.000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.6 3.1 1.6 1.4 5.5 3.3 0.9 5.3 2.4 3.0 4.3 3.1 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.2 0.3 0.3 0.2 0.3 0.3 Q2 0.0 0.3 0.1 0.1 0.6 0.3 0.1 1.9 0.3 0.8 0.8 0.5 Q Average 0.7 3.4 1.7 11.6 16.1 3.6 1.0 7.2 2.7 3.9 15.1 3.6 Percentile Back of Queue (95th percentile) fB% 11.4 2.1 2.0 2.0 2.1 1.9 2.0 2.1 1.9 2.0 2.0 2.0 12.0 Back of Queue 16.8 13.5 13.2 11.8 7.1 2.1 13.6 5.5 17.7 10.0 17.1 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 760 0 115 780 0 300 540 0 125 230 0 115 Average Queue Storage Ratio 0.0 0.4 0.1 0.3 0.0 0.5 0.4 0.8 95% Queue Storage Ratio 0.0 0.8 0.1 0.6 0.1 1.1 0.8 1.5 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 12:56 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kD 139.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 L BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 148 1710 1139 174 1317 128 127 122 190 174 154 98 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 357 1976 617 357 1976 617 357 599 267 357 599 267 Flow Ratio 0.0 0.3 0.1 0.1 0.3 0.1 0.0 0.0 0.1 0.1 0.0 0.1 v/c Ratio 0.41 0.87 0.23 0.49 0.67 0.21 0.36 a 20 0.71 0.49 0.26 0.37 Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 1.000 .000 1.000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 1.00 1.00 1.00 .00 1.00 1.00 1.00 1.00 1.00 Q1 1.5 12.0 1.9 1.7 8.2 .3 1.1 3.7 1.7 1.4 1.8 kB 0.2 a5 0.5 0.2 0.5 Et .2 0.3 0.3 0.2 0.3 0.3 Q2 0.2 2.7 0.1 0.2 1.0 .1 0.1 0.6 0.2 0.1 0.2 Q Average 1.6 14.7 2.0 2.0 9.2 .4 1.2 4.4 2.0 1.5 2.0 Percentile Back of Queue (95th percentile) fB% 2.0 1.8 2.0 2.0 1.9 1 2.0 2.1 2.1 2.0 2.0 2.1 2.0 Back of Queue 3.4 25.9 4.2 4.0d17.1 3.8 2.8 2.5 8.6 4.0 3.2 4.0 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 760 0 115 780 0 540 0 125 230 0 115 Average Queue Storage Ratio 0.1 0.4 0.1 m 0.1 0.9 0.2 0.4 95% Queue Storage Ratio 0.1 0.9 0.1 0.1 1.7 0.4 10.9 Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kA2B E.tmp Generated: 8/22/2014 12:57 PM 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 113 923 116 144 969 216 158 626 96 351 568 209 Satflow/Lane 1723 1813 11542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 412 1596 498 412 1596 498 412 637 285 412 637 285 Flow Ratio 0.0 0.2 0.1 0.0 0.2 0.1 0.0 0.2 0.1 0.1 0.2 0.1 v/c Ratio 0.27 0.58 0.23 0.35 0.61 0.43 0.38 0.98 0.34 0.85 0.89 0.73 I Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 .000 .000 .000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 11.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.0 5.1 1.5 1.2 5.4 3.1 1.3 5.9 1.5 3.2 5.3 3.6 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.2 0.3 0.3 0.2 0.3 0.3 Q2 0.1 0.6 0.1 0.1 0.6 10.3 10.1 3.1 0.1 1.0 1.8 0.7 Q Average 1.0 5.6 11.6 1.3 6.0 3.4 1.5 9.0 1.6 4.2 7.0 4.2 Percentile Back of Queue (95th percentile) fl3% 2.1 1.9 2.0 2.1 1.9 2.0 2.1 1.9 2.0 2.0 1.9 2.0 Back of Queue 2.1 10.9 3.4 2.8 11.6 6.7 3.0 16.8 3.4 8.3 13.4 8.4 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 760 0 115 780 0 300 540 0 125 230 0 115 Average Queue Storage Ratio 0.0 0.4 0.0 0.3 0.1 0.3 0.5 0.9 11.8 95% Queue Storage Ratio 0.1 10.7 0.1 0.6 0.1 0.7 0.9 Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:00 PM file:///C:/Users/casey.scliooner/AppData/Local/Temp/s2k68E7.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 L BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 320 1891 133 336 1866 456 254 575 282 354 615 216 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 357 1976 617 357 1976 617 357 599 267 357 599 267 Flow Ratio 0.1 0.4 0.1 0.1 0.4 a3 0.1 .2 0.1 0.2 0.1 v/c Ratio ago a 96 0.22 0.94 10.94 a 74 0. 71 .06 0. 99 1.03 0.81 I Factor 1.000 .000 .000 .000 1.000 1.000 1.000 N1' .000 .000 .000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 3.4 14.1 1.8 3.6 13.8 8.1 2.6 6.2 5.9 3.8 6.7 4.3 kB 0.2 0.5 1 a5 0.2 0.5 0.5 0.2 0.3 0.3 0.2 0.3 0.3 Qz 1.3 5.0 0.1 1.7 4.6 1.2 10.5 2.7 4.2 2.2 4.1 1.0 Q Average 4.6 19.0 1.9 5.2 18.3 9.3 3.1 8.9 10.1 6.0 10.9 5.3 Percentile Back of Queue (95th percentile) fB% 2.0 11.7 12.0 11.9 11.7 11.9 12.0 11.9 11.8 11.9 11.8 1.9 Back of Queue 9.1 2.5 4.0 10.2 1.5 117.3 16.3 116.6 118.6 111.6 119.9 110.4 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 760 0 115 780 0 300 540 0 125 230 10.7 0 115 Average Queue Storage Ratio 0.2 0.4 0.2 a 8 0.1 2.0 1.2 95% Queue Storage Ratio 0.3 0.9 0.3 11.4 0.3 3.7 1.3 2.3 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:03 PM file:///C:/Users/casey.scliooner/AppData/Local/Temp/s2l A088.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Lane Group L T R L T R DefL TR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 90 678 133 177 1189 41 108 85 37 59 Satflow/Lane 1723 1813 1542 1723 1813 1542 1303 1573 1268 1551 Capacity/Lane Group 781 1565 488 781 1565 488 326 749 317 388 Flow Ratio 0.0 0.1 0.1 0.1 0.2 0.0 0.1 0.0 0.0 0.0 v/c Ratio 0.12 0.43 0.27 0.23 0.76 0.08 0.33 0.11 0.12 0.15 Factor 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.6 3.3 1.7 1.2 16.5 0.5 1.5 0.6 10.5 10.8 kB 0.3 0.4 0.4 0.3 0.4 0.4 0.3 0.3 0.3 0.3 Q2 0.0 0.3 0.1 0.1 1.1 0.0 0.1 0.0 0.0 0.1 Q Average 0.6 13.6 11.8 1.3 7.7 0.5 1.6 0.6 0.5 0.8 Percentile Back of Queue (95th percentile) fB% 2.1 2.0 2.0 2.1 1.9 2.1 2.0 2.1 1 2.1 2.1 Back of Queue 1.3 7.1 3.7 2.7 14.5 1.1 3.3 1.3 1 1.1 1.7 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 710 0 260 710 0 215 0 0 0 0 Average Queue Storage Ratio 0.0 0.2 0.0 0.1 95% Queue Storage Ratio 0.0 1 0.4 0.1 1 0.1 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:06 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kD23.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 I BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R DefL TR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 227 1471 390 426 1159 80 347 235 113 148 Satflow/Lane 1723 1813 1542 1723 1813 1542 1200 1598 1099 1588 Capacity/Lane Group 412 1900 593 412 1900 593 369 936 338 489 Flow Ratio 0.1 0.3 a3 0.1 a2 0.1 0.3 0.1 a 1 0.1 v/c Ratio a55 .77 0.66 1.03 0.61 0.13 0.94 0.25 0.33 0.30 I Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 2.0 8.5 5.8 4.0 6.2 0.9 6.1 11.7 1.6 2.0 kB a2 0.5 10.4 0.2 0.5 0.4 0.3 a4 0.3 a4 Q2 0.3 1.5 0.8 3.0 0.7 0.1 2.6 0.1 0.1 a2 Q Average 2.2 10.0 6.6 6.9 6.9 1.0 18.7 1.8 1.7 2.2 Percentile Back of Queue (95th percentile) fB% 2.0 1.8 1.9 1.9 1.9 2.1 1.9 12.0 1 12.0 12.0 Back of Queue 4.5 18.5 12.6 13.2 13.1 2.1 16.2 3.7 1 13.5 14.5 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 710 0 260 710 0 215 0 0 0 0 Average Queue Storage Ratio 0.1 11.2 0.6 0.2 0.1 95% Queue Storage Ratio 0.2 0.5 1 0.2 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:10 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kB31 E.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R DefL TR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 124 924 182 240 1604 55 140 110 52 82 Satflow/Lane 1723 1813 1542 1723 1813 1542 1276 1574 1238 1552 Capacity/Lane Group 781 1565 488 781 1565 488 319 749 310 388 Flow Ratio 0.0 0.2 0.1 0.1 0.3 0.0 0.1 0.0 0.0 1 0.1 v/c Ratio 0.16 0.59 0.37 0.31 1.02 0.11 0.44 0.15 0.17 0.21 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1 1.00 11.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.8 4.7 2.4 1.7 9.8 0.6 2.0 0.7 0.7 1.1 kB 0.3 0.4 0.4 0.3 0.4 0.4 0.3 0.3 0.3 0.3 Q2 0.1 0.5 0.2 0.1 6.3 0.0 0.2 10.1 0.1 0.1 Q Average 0.9 5.3 2.6 1.8 16.1 0.7 2.2 0.8 0.7 1.2 Percentile Back of Queue (95th percentile) fB% 2.1 1.9 2.0 2.0 1.7 2.1 2.0 2.1 1 f 2.1 2.1 Back of Queue 1.9 10.3 5.2 3.7 28.1 1.4 4.4 1.6 1.5 2.4 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 710 0 260 710 0 215 0 0 0 0 Average Queue Storage Ratio 0.0 0.2 0.1 0.1 95% Queue Storage Ratio 0.1 0.5 0.1 1 Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5A Generated: 8/22/2014 1:13 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k4015.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R DefL TR L TR Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 387 2447 664 763 2025 143 564 382 195 253 Satflow/Lane 1723 1813 1542 1723 1813 1542 909 1597 954 1588 Capacity/Lane Group 412 1900 593 412 1900 593 280 936 294 489 Flow Ratio 0.1 0.5 0.4 0.2 0.4 0.1 0.6 0.1 0.2 0.2 v/c Ratio 0.94 1.29 1.12 1.85 1.07 0.24 2.01 0,41 0.66 0.52 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 3.6 16.2 12.0 7.1 13.4 1.8 10.2 2.9 3.1 3.8 kB 0.2 0.5 0.4 0.2 0.5 0.4 0.3 0.4 0.3 0.4 Q2 1.7 27.0 11.8 23.0 10.0 0.1 36.0 0.3 0.5 0.4 Q Average 5.2 43.2 23.8 30.1 23.4 1.9 46.2 3.1 3.6 4.2 Percentile Back of Queue (95th percentile) fB% 1.9 1.6 1.7 1.6 1.7 12.0 1.5 2.0 1 2.0 2.0 Back of Queue 10.2 67.2 39.5 8.5 38.9 3.8 71.4 16.2 1 17.1 18.2 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 710 0 260 710 0 215 0 0 0 0 Average Queue Storage Ratio 0.2 2.3 1.1 0.2 95% Queue Storage Ratio 0.4 3.8 1.7 1 0.4 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:15 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k7684.tinp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 0 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 WP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 196 499 151 116 853 274 415 936 59 277 918 239 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 11813 1542 Capacity/Lane Group 463 1140 356 463 1140 356 412 1292 403 412 1292 403 Flow Ratio 0.1 0.1 0.1 0.0 0.2 0.2 0.1 0.2 0.0 0.1 0.2 0.2 v/c Ratio 0.42 0.44 0.42 0.25 0.75 0.77 1.01 0.72 0.15 0.67 0.71 0.59 I Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 1.000 .000 1.000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 11.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 Q1 1.7 2.8 2.3 1.0 5.3 4.6 3.8 5.6 0.8 2.5 5.5 3.8 kB 0.2 0.3 0.3 0.2 0.3 0.3 0.2 0.4 0.3 0.2 0.4 0.3 Q2 0.2 0.3 0.2 0.1 0.9 0.9 2.5 0.9 0.1 0.4 0.8 0.5 Q Average 1.8 3.1 2.5 1.0 6.2 5.6 6.4 6.5 0.9 2.9 6.4 4.2 Percentile Back of Queue (95th percentile) fB% 2.0 2.0 2.0 2.1 1.9 1.9 1 1.9 1 1.9 1 2.1 2.0 1 1.9 2.0 Back of Queue 3.7 6.2 5.1 2.1 11.9 10.8 12.2 12.5 1.8 5.8 12.2 8.4 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 760 0 245 420 0 280 580 0 240 370 0 185 Average Queue Storage Ratio 0.1 0.3 0.1 0.5 0.3 0.1 0.2 0.6 95% Queue Storage Ratio 0.1 0.5 0:1 1.0 0.5 0.2 0.4 1.1 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:17 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kA 10l .tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 f F L L BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 387 912 400 111 1046 172 437 567 79 304 660 281 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 433 1453 454 433 1453 454 512 1163 363 512 11163 363 Flow Ratio 0.1 0.2 0.3 0.0 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.2 v/c Ratio 0.89 0.63 10.88 0.26 0.72 0.38 0.85 0.49 0.22 0.59 0.57 0.77 1 Factor 1.000 .000 .000 1.000 1.000 1.000 1.000 1.000 .000 .000 1.000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 11.00 1.00 11.00 1.00 11.00 1.00 11.00 1.00 1.00 1.00 Q1 4.6 6.8 9.0 1.2 8.1 3.2 5.2 4.2 1.5 3.4 5.0 6.2 kB 0.3 0.5 0.4 0.3 0.5 0.4 0.3 0.4 0.4 0.3 0.4 0.4 Q2 1.5 0.7 2.3 0.1 1.1 0.3 1.4 0.4 0.1 0.4 0.5 1.1 Q Average .2:1 7.6 11.3 1.3 9.2 3.5 6.6 4.6 1.6 3.9 5.6 7.3 Percentile Back of Queue (95th percentile) fB% 1.9 1.9 1.8 2.1 1.9 12.0 11.9 12.0 12.0 12.0 11.9 11.9 Back of Queue 11.9 14.3 20.6 2.7 17.1 6.9 12.6 19.1 13.3 17.6 110.8 113.9 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 760 0 245 420 0 280 580 0 240 370 0 185 Average Queue Storage Ratio 0.2 1.2 0.1 0.3 0.3 0.2 0.3 1.0 1 95% Queue Storage Ratio 0.4 1 12.1 0.2 1 10.6 0.5 1 0.3 0.5 1.9 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:20 PM file:///C:/Users/casey.schooner/AppData/Local/Teinp/s2k2BA9.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH I RT LT I TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 155 921 249 176 925 316 400 983 114 448 1552 143 Satflow/Lane 1723 1813 11542 1723 11813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 388 1146 358 388 1146 358 388 1504 469 388 1504 469 Flow Ratio 0.0 0.2 0.2 0.1 0.2 0.2 0.1 0.2 0.1 0.1 0.3 0.1 v/c Ratio 0.40 0.80 0.70 0.45 0.81 0.88 1.03 0.65 .15 1.03 0.30 1 Factor 1.000 .000 .000 .000 1.000 1.000 .000 1.000.000 N.3 .000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 PlatoonRatio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 Q1 1.4 6.1 4.4 1.6 6.1 5.8 3.9 6.0 1.6 4.4 10.9 2.1 kB 0.2 0.3 0.3 0.2 0.3 0.3 0.2 0.4 0.4 0.2 0.4 0.4 Q2 0.1 1.3 0.7 0.2 1.3 1.8 2.8 0.7 0.1 5.1 16.6 0.2 Q Average 1.5 7.4 15.1 1.8 17.4 7.6 16.7 6.7 1.8 9.5 17.5 2.3 Percentile Back of Queue (95th percentile) fB% 2.1 1.9 2.0 1 2.0 1.9 1.9 1.9 1.9 2.0 1.9 1.7 2.0 Back of Queue 3.2 14.0 9.9 3.7 14.1 14.4 12.9 12.9 3.6 17.7 30.2 4.6 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 5.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 760 0 245 420 0 280 580 0 240 370 0 185 Average Queue Storage Ratio 0.1 0.5 0.1 0.7 0.3 0.2 0.6 0.3 95% Queue Storage Ratio 1 0.1 1 11.0 0.2 1 1.3 0.6 1 0.4 11.2 1 1 0.6 Copyright © 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Generated: 8/22/2014 1:22 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kC32B.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 534 1664 614 318 1895 467 481 1147 138 640 1308 274 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 433 1453 454 433 1453 454 512 1163 363 512 1163 363 Flow Ratio 0.2 0.3 0.4 0.1 0.4 0.3 0.1 0.2 0.1 0.2 0.3 0.2 2 v/c Ratio 1.23 1.15 1.35 0.73 1.30 1.03 0.94 0.99 0.38 1.25 1.12 Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 1.000 .000 1.000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 Q1 6.5 14.4 14.5 3.7 16.4 11.0 5.8 9.9 2.7 7.8 11.3 6.0 kB 0.3 0.5 0.4 0.3 0.5 0.4 0.3 0.4 0.4 0.3 0.4 0.4 Q2 7.7 12.4 21.5 0.7 22.1 5.8 2.2 4.3 0.2 9.5 9.3 1.0 Q Average 14.2 26.8 36.0 4.4 38.5 16.8 8.0 14.2 3.0 17.3 20.7 7.0 Percentile Back of Queue (95th percentile) fB% 1.8 1.6 1.6 2.0 1.6 1.7 1.9 1 1.8 12.0 11.7 11.7 11.9 Back of Queue 25.1 43.9 56.9 8.6 60.4 29.2 15.0 25.2 1 5.9 129.9 134.9 113.4 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 760 0 245 420 0 280 580 0 240 370 0 185 Average Queue Storage Ratio 0.5 3.7 0.3 1.5 0.3 0.3 1.2 1.0 95% Queue Storage Ratio 0.8 5.8 0.5 2.6 0.6 0.6 2.0 1.8 Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:25 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k8AB8.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 206 457 264 126 1255 451 481 1201 64 157 906 359 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 335 1482 463 335 1482 463 544 1173 366 544 1173 366 Flow Ratio 0.1 0.1 0.2 0.0 0.3 0.3 0.1 0.2 0.0 0.0 0.2 0.2 v/c Ratio 0.61 0.31 0.57 0.38 0.85 0.97 0.88 1.02 0.17 0.29 0.77 0.98 1 Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 1.000 .000 .000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 11.00 1.00 11.00 1.00 11.00 1.00 11.00 1.00 11.00 1.00 Q1 2.3 2.9 5.0 1.3 9.6 9.9 5.4 9.8 1.1 1.6 6.9 7.9 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.3 0.4 0.4 0.3 0.4 0.4 Q2 0.3 0.2 0.5 0.1 2.0 4.1 1.6 5.3 0.1 0.1 1.2 3.6 Q Average 2.6 3.1 5.5 1.5 11.6 14.0 TO 15.1 1.2 1.7 8.1 11.5 Percentile Back of Queue (95th percentile) fB% 2.0 2.0 1.9 2.1 1.8 1.8 1.9 1.8 2.1 2.0 1.9 1.8 Back of Queue 5.3 6.1 10.6 3.0 21.1 24.9 13.3 26.5 2.5 3.4 15.2 20.9 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 870 0 225 740 0 215 390 0 150 390 0 100 Average Queue Storage Ratio 0.1 0.6 0.0 1.6 0.4 0.2 0.1 2.9 95% Queue Storage Ratio 0.2 1.2 0.1 2.9 10.9 0.4 0.2 5.2 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:27 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k5O5B.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 WP Conditions Average Back of Queue EB WB NB SB LT TH I RT LT TH RT LT I TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 332 1040 475 65 1614 205 349 1101 88 333 1466 182 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 11813 1542 1723 1813 1542 Capacity/Lane Group 354 1395 435 354 1395 435 394 1511 472 394 1511 472 Flow Ratio 0.1 0.2 0.3 0.0 0.1 0.1 0.1 0.2 0.1 0.1 0.3 0.1 v/c Ratio .94 .75 1.09 0.18 0.44 0.47 0.89 0.73 0.19 0.85 0.97 0.39 I Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 .000 .000 .000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 11.100 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 4.0 8.2 11.2 0.7 4.4 4.0 4.2 8.5 1.5 4.0 12.5 3.4 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.3 0.5 0.4 0.3 0.5 0.4 Q2 1.6 1.2 8.0 0.1 0.3 0.4 1.4 1.2 0.1 1.1 4.7 0.3 Q Average 5.6 9.4 19.2 0.8 4.7 14.4 15.5 9.7 1.6 5.1 17.2 3.6 Percentile Back of Queue (95th percentile) fB% 1.9 1.9 1.7 2.1 12.0 12.0 11.9 11.8 12.0 12.0 1 1.7 2.0 Back of Queue 10.9 17.4 32.8 11.6 19.2 18.6 110.7 118.0 13.3 19.9 129.8 17.3 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 870 0 225 740 0 215 390 0 150 390 0 100 Average Queue Storage Ratio 0.2 2.1 0.0 0.5 0.4 0.3 0.3 0.9 95% Queue Storage Ratio 0.3 13.6 0.1 1 11.0 0.7 0.6 0.6 1.8 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 I L 1. file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k447D.tmp Generated: 8/22/2014 1:30 PM 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 230 1401 581 241 1501 453 783 1512 153 404 1541 471 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 335 1482 463 335 1482 463 544 1173 366 544 1173 1366 Flow Ratio 0.1 0.3 0.4 0.1 0.3 0.3 0.2 0.3 0.1 0.1 0.3 0.3 v/c Ratio 0.69 0.95 1.25 0.72 1.01 0.98 1.44 1.29 0.42 0.74 1.31 1.29 1 Factor 1.000 .000 1.000 .000 1.000 1.000 1.000 1.000 .000 .000 .000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 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 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 2.5 11.2 12.9 2.7 12.2 10.0 9.0 12.3 2.9 4.4 12.6 10.5 kB 0.2 0.4 0.4 0.2 0.4 0.4 0.3 0.4 0.4 0.3 0.4 0.4 Q2 0.5 3.8 16.5 0.5 6.0 4.2 16.3 17.2 0.3 10.8 118.4 14.5 Q Average 3.0 115.0 P9.4 13.2 118.2 14.2 125.3 29.5 13.1 5.2 30.9 25.0 Percentile Back of Queue (95th percentile) fB% 2.0 1.8 1.6 2.0 1.7 1.8 1.6 1.6 2.0 1.9 1.6 1.6 Back of Queue 16.0 26.3 7.6 6.4 31.3 25.1 41.6 47.7 6.3 10.1 49.7 141.3 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 870 0 225 740 0 215 390 0 390 0 100 Average Queue Storage Ratio95% 0.1 3.3 0.1 1.6 1.6 M25.O25.0 0.3 6.3 Queue Storage0.2 Ratio 5.3 0.2 2.9 2.7 0.6 110.3 Copyright © 2008 University of Florida, All Rights Reserved HC$+Tm Version 5.4 Generated: 8/22/2014 1:31 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kAD22.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 I L BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH I RT LT TH RT LT TH I RT LT I TH RT Lane Group L T R L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 465 1654 762 213 12020 558 834 1912 205 384 1642 438 Satflow/Lane 1723 1813 1542 1723 1813 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 354 1395 435 354 1395 435 394 1511 472 394 1511 472 Flow Ratio 0.1 0.3 0.5 0.1 0.4 0.2 0.4 0.1 0.1 0.3 0.3 v/c Ratio 1.31 1.19 1.75 0.60 E45 1.28 2.12 1.27 0.43 0.97 1.09 0.93 Factor 1.000 .000 .000 .000 1.000 1.000 1.000 1.000 .000 .000 .000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 L13.2 1.00 1.00 1.00 1.00 1.00 1.00 Q1 5.6 14.3 18.0 2.5 17.5 10.1 16.6 3.9 4.6 14.2 10.0 kB 0.2 10.4 0.4 0.2 0.4 10.4 0.3 0.5 0.4 0.3 0.5 0.4 Q2 8.0 113.7 14.3 1.8 0.3 30.0 17.0 28.9 139.0 20.4 10.3 12.2 9.6 3.1 Q Average 8.6 59.8 2.8 47.5 30.2 136.9 4.2 �6.23.9 13.2 Percentile Back of Queue (95th percentile) fl3% 1.8 1.6 1.5 2.0 1.5 1.6 1.6 1.6 2.0 1.9 1.7 1.8 1236 Back of Queue 24.3 46.4 191.0 15.6 173.3 148.7 161.2 158.3 18.3 113.1 39.6 Queue Storage Ratio Queue Spacing 5.0 25.0 25.0 5.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0m Queue Storage 870 0 225 740 0 215 390 0 150 390 0 Average Queue Storage Ratio95% 0.4 6.6 0.1 3.5 2.5 0.7 0.4 Queue Storage Ratio 0.7 10.1 0.2 5.7 39 Copyright © 2008 University of Florida, All Rights Reserved HCS+Tm Version 5.4 Generated: 8/22/2014 1:34 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k3B 12.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 a BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 WP Conditions Average Back of Queue EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 23 105 129 658 37 1383 78 206 970 60 Satflow/Lane 1723 1728 1723 1691 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 194 823 376 805 237 1482 463 237 1482 463 Flow Ratio 0.0 0.0 0.0 0.2 0.0 0.3 0.1 0.1 0.2 0.0 v/c Ratio 0.12 .13 0.34 0.82 0.16 0.93 0.17 0.87 0.65 0.13 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.5 0.9 1.4 7.2 0.7 10.9 1.3 4.5 6.9 11.0 kB 0.2 0.4 0.2 0.4 0.3 0.4 0.4 0.3 0.4 0.4 Q2 0.0 0.1 0.1 1.5 0.1 3.5 10.1 1.3 0.8 0.1 Q Average 0.5 11.0 1 1.5 8.7 0.8 14.4 1.4 5.8 17.7 1.0 Percentile Back of Queue (95th percentile) fl3% 2.1 11.0 2.1 2.1 13.0 1.9 1 2.1 11.8 12.1 11.9 11.9 12.1 Back of Queue 2.1 16.3 1 1.6 125.5 2.8 111.3 14.6 2.1 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 235 0 350 0 195 0 345 155 0 225 Average Queue Storage Ratio 0.1 0.1 0.1 0.1 0.9 0.1 95% Queue Storage Ratio 0.1 0.2 0.2 0.2 1.8 1 0.2 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:38 PM file:///C:/Users/casey.scliooner/AppData/Local/Temp/s2k78BO.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 WP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 58 280 84 197 30 1323 159 284 1573 49 Satflow/Lane 1723 1754 1723 1683 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 239 411 463 395 265 1672 522 1265 1672 1522 Flow Ratio 0.0 0.1 0.0 0.1 0.0 0.3 0.1 0.2 0.3 0.0 v/c Ratio 0.24 0.68 0.18 0.50 0.11 0.79 0.30 1.07 0.94 0.09 I Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.9 2.5 0.7 1.7 0.5 7.9 2.1 5.1 10.1 0.6 kB 0.2 0.2 0.2 0.2 0.3 0.4 0.4 0.3 0.4 0.4 Q2 0.1 0.5 0.1 0.2 0.0 1.5 0.2 4.4 3.7 0.0 Q Average 1.0 3.0 0.7 2.0 0.5 9.4 2.3 9.6 13.8 0.6 Percentile Back of Queue (95th percentile) fB% 2.1 2.0 2.1 P 2.1 1.9 2.0 1.9 1.8 2.1 Back of Queue 2.1 6.0 1.5 1.0 17.4 4.6 17.7 24.6 11.3 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 235 0 350 0 195 0 345 155 0 225 Average Queue Storage Ratio 0.1 0.1 0.1 0.2 1.5 0.1 95% Queue Storage Ratio 0.2 1 0.1 1 1 1 0.3 2.9 0.1 Copyright © 2008 University of Florida, All Rights Reserved HC$+TM Version 5.4 Generated: 8/22/2014 1 A3 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k390.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 H BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH I RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 69 189 117 560 136 2014 80 231 1985 113 Satflow/Lane 1723 1725 1723 1694 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 184 438 357 430 184 2174 678 184 2174 678 Flow Ratio 0.0 0.1 0.0 0.2 0.1 0.4 0.1 0.1 0.4 0.1 v/c Ratio 0.38 P.43 0.33 1.30 0.74 0.93 0.12 1.26 0.91 0.17 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.3 1.9 1.2 6.1 2.7 14.6 1.0 4.8 14.2 1.4 kB 0.2 0.3 0.2 0.3 0.2 0.5 0.5 0.2 0.5 0.5 Q2 0.1 0.2 1 0.1 19.6 0.6 4.3 10.1 6.8 3.9 0.1 Q Average 1.5 2.1 1.3 15.7 1 13.3 111.6 118.1 1.5 Percentile Back of Queue (95th percentile) fl3% 2.1 13.0 2.0 2.1 1.8 2.0 1.7 2.1 12.2 1.8 121.1 1.7 2.1 131 Back of Queue 4.2 1 2.6 27.5 6.6 32.2 31.1 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 235 0 350 0 195 0 345 155 0 225 Average Queue Storage Ratio 0.2 0.1 0.4 0.1 1.9 0.2 95% Queue Storage Ratio 0.3 0.2 1 0.9 1 0.2 3.4 1 0.3 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 1:48 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k3l49.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 I I L BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 113 292 156 877 153 2439 129 362 2157 80 Satflow/Lane 1723 1764 1723 1686 1723 1813 1542 11723 1813 1542 Capacity/Lane Group 239 413 463 395 265 1672 522 265 1672 522 Flow Ratio 0.1 0.1 0.0 0.3 0.1 0.5 0.1 0.1 v/c Ratio 0.47 .71 0.34 0.58 1.46 0.25 t1.371.29 0.15 Factor 1.000 1.000 1.000 [.22 .000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.9 2.7 1.3 8.3 2.6 16.2 1.7 6.5 14.3 1.0 kB 0.2 0.2 0.2 0.2 0.3 0.4 0.4 0.3 0.4 0.4 Q2 0.2 0.5 0.1 32.0 0.3 36.5 0.1 13.0 24.0 0.1 Q Average 12.1 13.2 1.4 rO.3 2.9 52.7 1.8 19.6 36.3 1.1 Percentile Back of Queue (95th percentile) fB% 2.0 2.0 1 2.1 1.6 1 2.0 1.5 2.0 1.7 1.6 2.1 Back of Queue 4.3 6.4 1 2.9 63.1 1 1 5.8 180.8 13.7 33.3 60.2 2.2 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 235 0 350 0 195 0 345 155 0 225 Average Queue Storage Ratio 0.2 0.1 0.4 0.1 3.2 0.1 95% Queue Storage Ratio 0.5 1 0.2 1 1 0.7 0.3 5.4 0.2 Copyright © 2008 University of Florida, All Rights Reserved HCS+rM Version 5.4 Lfile:///C:/Users/casey.schooner/AppData/Local/Temp/s2k9B5B.tmp Generated: 8/22/2014 2:10 PM 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions - Mitigated Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Lane Group L 1 TR L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 69 189 117 314 246 136 2014 80 231 1985 113 Satflow/Lane 1723 1725 1723 1813 1583 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 184 438 357 460 211 184 2174 678 184 2174 678 Flow Ratio 0.0 0.1 0.0 0.1 0.2 0.1 0.4 0.1 0.1 0.4 0.1 v/c Ratio 0.38 0.43 0.33 0.68 1.17 0.74 0.93 0.12 1.26 0.91 0.17 I Factor 1.000 1.000 1.000 .000 .000 1.000 1.000 .000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.3 1.9 1.2 3.3 5.1 2.7 14.6 1.0 4.8 14.2 1.4 kB 0.2 0.3 0.2 0.3 0.2 0.2 0.5 0.5 0.2 0.5 0.5 Q2 0.1 0.2 0.1 10.5 5.7 10.6 4.3 0.1 6.8 3.9 0.1 Q Average 1.5 2.1 1.3 3.8 10.8 3.3 18.8 1.0 11.6 18.1 1.5 Percentile Back of Queue (95th percentile) fB% 2.1 2.0 1 2.1 2.0 1.8 2.0 1.7 2.1 1.8 1.7 2.1 Back of Queue 3.0 4.2 1 2.6 7.5 19.8 6.6 32.2 2.2 21.1 31.1 3.1 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 235 0 350 0 200 195 0 345 155 0 225 Average Queue Storage Ratio 0.2 0.1 1.4 0.4 0.1 1.9 0.2 95% Queue Storage Ratio 0.3 0.2 12.5 10.9 1 0.2 13.4 1 0.3 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 2:12 PM file:H/C:/Users/casey.schooner/AppData/Local/Temp/s2k308C.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions - Mitiagted Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L T R L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 113 292 156 469 408 153 2439 129 362 2157 80 Satflow/Lane 1723 1764 1723 1813 1583 1723 1813 1542 1723 11813 1542 Capacity/Lane Group 239 413 463 425 195 265 1672 522 265 1672 522 Flow Ratio 0.1 0.1 0.0 0.1 0.3 0.1 0.5 0.1 0.2 0.4 0.1 v/c Ratio 0.47 0.71 0.34 1.10 2.09 0.58 1.46 0.25 1.37 1.29 0.15 I Factor 1.000 1.000 1.000 .000 .000 1.000 1.000 .000 1.000 11.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.9 2.7 1.3 4.4 7.4 2.6 16.2 1.7 6.5 114.3 1.0 kB 0.2 0.2 0.2 0.2 0.2 0.3 0.4 0.4 0.3 0.4 0.4 Q2 0.2 0.5 0.1 4.5 27.0 0.3 36.5 0.1 13.0 24.0 0.1 Q Average 12.1 13.2 1 11.4 18.9 34.4 2.9 152.7 1.8 19.6 38.3 11.1 Percentile Back of Queue (95th percentile) fB% 2.0 2.0 1 2.1 1.9 1.6 2.0 1.5 2.0 1.7 1.6 2.1 Back of Queue 4.3 6.4 1 2.9 16.6 54.6 5.8 80.8 3.7 33.3 60.2 1 2.2 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 235 0 350 0 200 195 0 345 155 0 225 Average Queue Storage Ratio 0.2 0.1 4.3 0.4 0.1 3.2 0.1 95% Queue Storage Ratio 0.5 1 0.2 1 6.8 0.7 0.3 15.4 1 0.2 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 2:14 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2lcD5BE.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 0 BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH I RT LT I TH RT LT TH RT LT TH RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 31 10 59 57 2 2070 64 19 933 13 Satflow/Lane 1723 1650 1723 1542 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 172 165 335 154 172 2471 771 172 2471 771 Flow Ratio 0.0 0.0 0.0 0.0 0.0 0.4 10.0 0.0 0.2 0.0 v/c Ratio 0.18 0.06 0.18 0.37 0.01 0.84 0.08 0.11 0.38 O.02 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.6 0.2 0.6 11.2 0.0 14.5 0.7 0.4 4.7 0.1 kB 0.2 0.2 0.2 0.2 0.2 0.6 0.5 0.2 0.6 0.5 Q2 0.0 0.0 0.0 0.1 0.0 2.7 10.0 0.0 0.4 0.0 Q Average 0.7 10.2 1 0.7 1.3 1 10.0 17.2 0.8 10.4 15.0 0.2 Percentile Back of Queue (95th percentile) fB% 2.1 2.1 1 2.1 2.1 1 2.1 ' 1.7 2.1 2.1 2.0 2.1 Back of Queue 11.4 0.5 1 1.4 2.7 1 0.1 29.8 1.6 0.9 9.9 0.3 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 60 0 180 0 200 0 210 240 0 210 Average Queue Storage Ratio 0.3 0.1 0.0 0.1 0.0 0.0 95% Queue Storage Ratio 0 .6 0.2 0.0 0.2 0.1 0.0 Copyright © 2008 University of Florida, All Rights Reserved HCS+ran Version 5.4 Generated: 8/22/2014 2:17 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2k7B3E.tinp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 L- BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 WP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 29 1 6 104 146 6 1297 96 111 1105 29 Satflow/Lane 1723 1723 1723 1547 1723 1813 11542 1723 1813 1542 Capacity/Lane Group 230 230 446 206 230 1647 514 230 1647 514 Flow Ratio 0.0 0.0 0.0 10.1 0.0 0.3 0.1 0.1 0.2 0.0 v/c Ratio 0.13 0.03 0.23 0.71 0.03 0.79 0.19 0.48 0.67 0.06 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 Q1 0.4 0.1 0.8 2.3 0.1 7.2 1.1 11.7 5.8 10.3 kB 0.2 0.2 0.2 0.2 0.2 0.4 0.4 0.2 0.4 0.4 Q2 0.0 0.0 0.1 10.5 0.0 1.4 0.1 0.2 0.8 0.0 Q Average 0.5 0.1 0.9 2.8 1 0.1 8.5 1.2 1.9 6.6 0.4 Percentile Back of Queue (95th percentile) fB% 2.1 2.1 1 2.1 2.0 1 2.1 1.9 12.1 12.0 11.9 2.1 Back of Queue 1.0 0.2 1 1.8 5.7 1 0.2 16.0 2.5 13.9 12.6 10.7 Queue Storage Ratio Queue Spacing 25.0 5.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 60 0 180 0 200 0 210 240 0 210 Average Queue Storage Ratio 0.2 0.1 0.0 0.1 0.2 0.0 95% Queue Storage Ratio 0.4 0.2 1 0.0 1 0.3 0.4 0.1 Copyright © 2008 University of Florida, All Rights Reserved HCS+Tm Version 5.4 file:///C:/Users/casey.scliooner/AppData/Local/Temp/s2k7OB9.tmp Generated: 8/22/2014 2:20 PM 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 U BACK -OF -QUEUE WORKSHEET General Information Project Description 2015 IMP Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 18 2 179 157 3 1349 76 100 1705 29 Satflow/Lane 1723 1814 1723 1543 1723 1813 1542 1723 1813 1542 Capacity/Lane Group 197 207 382 176 197 2118 661 197 2118 661 Flow Ratio 0.0 0.0 0.1 10.1 10.0 0.3 10.0 0.1 0.3 0.0 v/c Ratio 0.09 .01 0.47 0.89 0.02 0.64 0.11 0.51 10.81 0.04 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1 1.00 11.00 11.00 1.00 11.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.3 0.0 1.7 3.0 0.1 7.6 0.9 1.8 10.6 0.3 ka 0.2 0.2 0.2 0.2 0.2 0.5 0.5 0.2 0.5 0.5 Q2 0.0 0.0 10.2 11.2 0.0 0.9 0.1 0.2 1.9 0.0 Q Average 0.3 0.0 1.9 4.2 0.1 18.4 10.9 12.1 112.5 10.3 Percentile Back of Queue (95th percentile) fa% 2.1 2.1 1 2.0 2.0 1 2.1 1.9 2.1 2.0 1.8 2.1 Back of Queue 10.7 0.1 1 3.8 8.2 1 0.1 15.8 2.0 4.2 22.5 0.7 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 60 0 180 0 200 0 210 240 0 210 Average Queue Storage Ratio 0.1 0.3 0.0 0.1 0.2 0.0 95% Queue Storage Ratio 0.3 1 1 0.5 1 0.0 1 0.2 0.4 1 0.1 Copyright© 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 2:19 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kEC69.tmp 8/22/2014 H 0 N H H I H a A Back -of -Queue Worksheet Page 1 of 1 L BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 40 1 14 37 29 4 3217 91 29 1554 22 Satflow/Lane 1723 1658 1723 1542 1723 1813 1542 1723 11813 1542 Capacity/Lane Group 115 111 223 103 115 3294 1028 115 3294 1028 Flow Ratio 0.0 0.0 0.0 0.0 0.0 0.7 0.1 0.0 0.3 0.0 v/c Ratio 0.35 0.13 0.17 0.28 0.03 0.98 0.09 0.25 0.47 0.02 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 1.3 0.4 0.6 0.9 0.1 37.5 1.1 0.9 9.2 0.2 ke 0.2 0.2 0.2 0.2 0.2 0.9 0.8 0.2 0.9 0.8 Q2 0.1 0.0 0.0 0.1 10.0 10.0 0.1 0.1 0.8 0.0 Q Average 1.4 0.5 0.6 1.0 0.1 7.5 1.2 1.0 10.0 0.3 Percentile Back of Queue (95th percentile) feria 2.1 2.1 1 2.1 2.1 1 2.1 1.5 2.1 2.1 1.8 2.1 Back of Queue 2.9 1.0 1 1.3 2.1 1 0.3 73.3 2.4 2.1 18.5 0.6 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 60 0 180 0 200 0 210 240 0 210 Average Queue Storage Ratio 0.6 0.1 0.0 0.1 0.1 0.0 95%Queue Storage Ratio 1.2 0.2 0.0 0.3 0.2 0.1 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 file:H/C:/Users/casey.schooner/AppData/Local/Temp/s2kC986.tmp Generated: 8/22/2014 2:22 PM 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 H BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH I RT LT I TH RT LT TH I RT LT I TH RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 24 5 137 174 10 1880 125 159 1637 43 Satflow/Lane 1723 1705 1723 11549 1723 1813 1542 1723 11813 1542 Capacity/Lane Group 172 171 335 155 172 2471 771 172 2471 771 Flow Ratio 0.0 0.0 0.0 0.1 0.0 0.4 0.1 0.1 0.3 0.0 v/c Ratio 0.14 0.03 0.41 1.12 0.06 0.76 0.16 0.92 0.66 0.06 1 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.5 0.1 1.5 3.9 0.2 12.4 1.5 3.5 10.0 0.5 kB 0.2 0.2 0.2 0.2 0.2 0.6 0.5 0.2 0.6 0.5 Q2 0.0 0.0 0.2 3.6 0.0 1.8 0.1 1.4 1.1 0.0 Q Average 0.5 0.1 1.6 7.5 0.2 14.2 1.6 5.0 11.1 0.5 Percentile Back of Queue (95th percentile) fB% 2.1 2.1 1 2.0 1.9 1 2.1 1.8 2.0 2.0 1.8 2.1 Back of Queue 1.1 0.2 1 3.3 14.2 1 0.4 25.1 3.3 9.7 20.3 1.1 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 60 0 180 0 200 0 210 240 0 210 Average Queue Storage Ratio 0.2 0.2 0.0 0.2 0.5 0.1 95% Queue Storage Ratio 0.5 1 1 0.5 1 0.1 1 0.4 1.0 1 0.1 Copyright© 2008 University of Florida, All Rights Reserved HCS+Tm Version 5.4 Generated: 8/22/2014 2:25 PM file:///C:/Users/casey.schooner/AppData/Local/Temp/s2kB810.tmp 8/22/2014 Back -of -Queue Worksheet Page 1 of 1 BACK -OF -QUEUE WORKSHEET General Information Project Description Horizon Year With Project Conditions Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group L TR L TR L T R L T R Initial Queue/Lane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Flow Rate/Lane Group 17 1 2 208 1 154 5 2066 97 145 2584 44 Satflow/Lane 1723 1814 1723 1545 1723 1813 11542 1723 1813 1542 Capacity/Lane Group 125 132 243 112 125 3144 981 125 3144 981 Flow Ratio 0.0 0.0 0.1 0.1 0.0 0.4 0.1 0.1 0.5 0.0 v/c Ratio 0.14 0.02 0.86 1.38 0.04 0.66 0.10 1.16 0.82 0.04 Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Arrival Type 3 3 3 3 3 3 3 3 3 3 Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Q1 0.5 0.1 3.2 4.7 0.1 14.5 1.2 4.4 22.1 0.5 kB 0.2 0.2 0.2 0.2 0.2 0.8 0.8 0.2 0.8 0.8 Q2 0.0 0.0 0.9 5.9 0.0 1.6 0.1 13.6 13.4 0.0 Q Average 0.5 0.1 14.2 10.6 0.2 16.0 11.2 1 8.1 25.5 10.5 Percentile Back of Queue (95th percentile) fB% 2.1 2.1 2.0 1 1.8 2.1 1.9 1.6 2.1 Back of Queue 1.1 0.1 8.2 19.5 0.3 R721 .5 15.2 42.0 1.1 Queue Storage Ratio Queue Spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 Queue Storage 60 0 180 0 200 0 210 240 0 210 Average Queue Storage Ratio 0.2 0.6 0.0 0.1 0.8 0.1 95% Queue Storage Ratio 0.5 1 1.1 1 0.0 0.3 1.6 0.1 Copyright © 2008 University of Florida, All Rights Reserved HCS+TM Version 5.4 Generated: 8/22/2014 2:23 PM file:H/C:/Users/casey.scliooner/AppData/Local/Temp/s2k4CI:C.tmp 8/22/2014