Loading...
Appendix E - Transportation AnalysisTroutdale Village Transportation Analysis Prepared for: Altum Group 44-600 Village Court, Suite 100 Palm Desert CA, 92260 Prepared by: 23905 Clinton Keith 114-280 Wildomar, CA 92595 December 2021 Troutdale Villaee TA Executive EXECUTIVE SUMMARY Purpose of the Report The purpose of this transportation analysis (TA) report is to identify and document potential traffic deficiencies related to the proposed Troutdale Village project in the City of La Quinta. This technical report will also recommend transportation improvements to address potential project deficiencies to local and regional transportation facilities. Project Overview The project will be developed on a vacant site located on the northeast corner of Washington Street and Avenue 50. Access to the project site will be provided via two driveways along Washington Street and Avenue 50 respectively. The subject project is proposing the construction of eleven (11) residential buildings including sixty-eight (68) multifamily (low-rise) housing units, two hundred and sixteen (216) multifamily (mid -rise) housing units (63 affordable housing units) and one (1) clubhouse with amenities. The project trip generation was calculated using the ITE Trip Generation Manual (10th Edition). It is estimated that the project will generate 1,684 total daily trips, 109 AM peak hour trips and 134 PM peak hour trips. Project trip distribution and assignment were developed, in coordination with the City of La Quinta staff, based on the land use characteristics of the proposed project and surrounding area, existing travel patterns within the study area, anticipated travel patterns to and from the project site, and approved projects located in the vicinity of the project site. Project scenarios and study area were then established in coordination with City staff to determine the potential project deficiencies on the transportation network. Refer to Appendix A for approved scoping agreement. Project Scenarios: • Existing Conditions (2021) • Project Completion Year 2023 (Existing Plus Ambient Plus Project) Conditions • Cumulative (Existing Plus Ambient Plus Cumulative Plus Project) Conditions Study Area Intersections: 1. Washington Street and Avenue 50 2. Washington Street and Eisenhower Drive 3. Washington Street and Avenue 48 Analysis Results and Recommendations Existing Conditions (2021) Scenario All study area intersections operate at acceptable level of service (LOS) under Existing Conditions 2021. Therefore, no improvements are required by this project. Project Completion Scenario All study area intersections operate at acceptable LOS under Project Completion Conditions. Therefore, no improvements are required by this project. G, Troutdale Villaee TA Executive Cumulative Scenario All study area intersections operate at acceptable LOS under Cumulative. Therefore, no improvements are required by this project. Vehicle Miles Traveled Per the City of La Quinta Vehicle Miles Traveled (VMT) Analysis Policy (June 2021), the project can be presumed to not have a significant transportation related CEQA impact by qualifying for the small project screening criterion as an affordable housing and small project. GI Itl Troutdale Village TA Table of Content Table of Contents EXECUTIVESUMMARY...............................................................................................................................................I SITE PLAN..................................................................................................................................3 Purposeof the Report.....................................................................................................................................i PROJECT STUDY AREA AND TRIP DISTRIBUTION..............................................................................................4 ProjectOverview............................................................................................................................................. i Analysis Results and Recommendations.........................................................................................................i VehicleMiles Traveled................................................................................................................................... ii 1.0 PROJECT INTRODUCTION.................................................................................................................................. 1 PROJECTDESCRIPTION.............................................................................................................................................1 STUDYAREA..........................................................................................................................................................1 FIGURE 3-3 PROJECT TRIP GENERATION.......................................................................................................................................1 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT.............................................................................................................2 PROJECT COMPLETION CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES..........................................15 PROJECTACCESS.....................................................................................................................................................2 FIGURE 5-1—CUMULATIVE PARKING...............................................................................................................................................................2 2.0 METHODOLOGIES...........................................................................................................................................6 PROJECTAM/PM PEAK HOUR INTERSECTION VOLUMES............................................................17 STUDYSCENARIOS...................................................................................................................................................6 FIGURE 5-3 STUDYTIME PERIODS...............................................................................................................................................6 ANALYSISMETHODOLOGIES......................................................................................................................................6 Intersection Capacity Analysis.......................................................................................................................7 SignalizedIntersections.............................................................................................................................7 City of La Quinta General Plan Compliance...................................................................................................8 3.0 EXISTING CONDITIONS (2021) SCENARIO............................................................................................................ 9 ROADWAYNETWORK...............................................................................................................................................9 TRANSITSYSTEM.....................................................................................................................................................9 ACTIVE TRANSPORTATION SYSTEM..............................................................................................................................9 TRAFFICVOLUMES..................................................................................................................................................9 ANALYSISRESULTS................................................................................................................................................10 4.0 PROJECT COMPLETION CONDITIONS.................................................................................................................. 14 ANALYSISRESULTS................................................................................................................................................14 5.0 CUMULATIVE CONDITIONS............................................................................................................................. 16 ANALYSISRESULTS................................................................................................................................................16 6.0 VEHICLE MILES TRAVELED.............................................................................................................................. 19 List of Figures FIGURE 1-1—PROJECT SITE PLAN..................................................................................................................................3 FIGURE 1-2— PROJECT STUDY AREA AND TRIP DISTRIBUTION..............................................................................................4 FIGURE 1-3 — PROJECT AM/PM PEAK HOUR INTERSECTION VOLUMES.................................................................................5 FIGURE 3-1— CITY OF LA QUINTA GENERAL PLAN CIRCULATION NETWORK..........................................................................11 FIGURE 3-2 — CITY OF LA QUINTA RECOMMENDED ROADWAY CROSS-SECTIONS...................................................................12 FIGURE 3-3 — EXISTING YEAR (2021) AM/PM PEAK HOUR INTERSECTION VOLUMES...........................................................13 FIGURE 4-1— PROJECT COMPLETION CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES..........................................15 FIGURE 5-1—CUMULATIVE PROJECT LOCATION..............................................................................................................17 FIGURE 5-2—CUMULATIVE PROJECTAM/PM PEAK HOUR INTERSECTION VOLUMES............................................................17 FIGURE 5-3 —CUMULATIVE CONDITIONS AM/PM PEAK HOUR INTERSECTION VOLUMES........................................................18 G, 11 Troutdale VHW4e TA Table of Content List ofTables TABLE 1-1 PROJECT TRIP GENERATION RATE....................................................................................................................2 TABLE 1-2 PROJECTTRIP GENERATION...........................................................................................................................2 TABLE 2-1 VEHICULAR LEVEL OF SERVICE DEFINITIONS.......................................................................................................7 TABLE 2-2 SIGNALIZED INTERSECTION LEVEL OF SERVICE HCM OPERATIONAL ANALYSIS METHOD..............................................8 TABLE 2-3 LEVEL OF SERVICE CRITERIA FOR STOP CONTROLLED UNSIGNALIZED INTERSECTIONS..................................................8 TABLE 3-1 EXISTING CONDITIONS 2021 SCENARIO INTERSECTION OPERATION ANALYSIS........................................................10 TABLE 4-1 PROJECT COMPLETION SCENARIO INTERSECTION OPERATION ANALYSIS................................................................14 TABLE 5-1 CUMULATIVE PROJECTS...............................................................................................................................16 TABLE 5-2 CUMULATIVE CONDITION INTERSECTION OPERATION ANALYSIS...........................................................................16 Appendices APPENDIX A - SCOPING AGREEMENT APPENDIX B - TRAFFIC COUNT DATA APPENDIX C - EXISTING CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS APPENDIX D - PROJECT COMPLETION CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS APPENDIX E - CUMULATIVE PROJECT TRIP DISTRIBUTION APPENDIX F - CUMULATIVE CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS APPENDIX G - TRANSIT ROUTE INFORMATION G, Troutdale Villaee TA Proiect Introduction 1.0 PROJECT INTRODUCTION This transportation analysis (TA) report has been prepared for Troutdale Village project. The project will be developed on a vacant site located at the northeast corner of Washington Street and Avenue 50. PROJECT DESCRIPTION The subject project is proposing the construction of eleven (11) residential buildings including sixty- eight (68) multifamily (low-rise) units, two hundred and sixteen (216) multifamily (mid -rise) units (63 affordable units) and one (1) clubhouse with amenities. Access to the project site will be provided via two driveways along Washington Street and Avenue 50 respectively. Figure 1-1 shows the project site plan. STUDY AREA The study area for this project was developed consistent with the County of Riverside Transportation Analysis Guidelines, including all intersections of "Collector" or higher classification streets with "Collector" or higher classification streets, at which the proposed project will add 50 or more peak hour trips. IEG prepared a project traffic study scoping agreement defining the study area, which was reviewed and approved by City of La Quinta staff prior to the preparation of this technical report. Refer to Appendix A for approved scoping agreement. Figure 1-2 presents the study area that includes the following key intersection locations: 1. Washington Street and Avenue 50 2. Washington Street and Eisenhower Drive 3. Washington Street and Avenue 48 Turning movement counts were conducted for one weekday during the morning and evening peak hours on Tuesday November 9, 2021. The turning movement counts are included in Appendix B. These counts will be utilized in Synchro 10 software to determine LOS at all study intersections. Existing Plus Ambient Growth without Project traffic volumes will be developed by adding a 2% annual growth for two years to the existing counts. PROJECT TRIP GENERATION The trip generation is a measure or forecast of the number of trips that begin or end at the project site. These trips will result in some traffic increases on the streets where they occur. The rates used in this analysis were determined using Trip Generation, 10'h Edition, published by the Institute of Transportation Engineers (ITE) that is the method preferred by the County of Riverside TA Guidelines. Project ITE average trip generation rates are presented in Table 1-1. Troutdale Villaee TA Proiect Introduction Table 1-1 Proiect Trip Generation Rate Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 101" Edition (2017) 1 DU = Dwelling Unit Tables 1-2 summarizes the calculated trip generation based on the number of dwelling units associated with the proposed Project. As shown on Table 1-2, the proposed development is anticipated to generate approximately 1,618 total daily trips, 101 AM peak hour trips and 124 PM peak hour trips. Table 1-2 Proiect Trip Generation Land Use Intensity ITE AM Peak Hour PM Peak Hour In Out Total In Out Total Land Use Units' LU Daily 498 Multifamily Housing (Mid Rise) 218 DU 20 58 78 59 37 96 1,186 Total 27 82 109 1 83 51 134 1 1,684 In Out Total In Out Total Code Multifamily Housing DU 220 0.11 0.35 0.46 0.35 0.21 0.56 7.32 (Low Rise) Multifamily Housing DU 221 0.09 0.27 0.36 0.27 0.17 0.44 5.44 (Mid Rise) Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 101" Edition (2017) 1 DU = Dwelling Unit Tables 1-2 summarizes the calculated trip generation based on the number of dwelling units associated with the proposed Project. As shown on Table 1-2, the proposed development is anticipated to generate approximately 1,618 total daily trips, 101 AM peak hour trips and 124 PM peak hour trips. Table 1-2 Proiect Trip Generation Land Use Intensity Units' AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Multifamily Housing (Low Rise) 68 DU 7 24 31 24 14 38 498 Multifamily Housing (Mid Rise) 218 DU 20 58 78 59 37 96 1,186 Total 27 82 109 1 83 51 134 1 1,684 Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 1011 Edition (2017) 1 DU = Dwelling Unit PROJECT TRIP DISTRIBUTION AND ASSIGNMENT Trip distribution and assignment is the process of identifying the probable destinations, directions and traffic routes that project related traffic will affect. Once the proposed development's trips have been estimated, they are assigned to the study area network. For this development, the project trip distribution and assignment were developed, in coordination with City staff, based on the land use characteristics of the proposed project and surrounding area, existing travel patterns within the study area, anticipated travel patterns to and from the project site, and approved projects located in the vicinity of the project site. Figures 1-1 through 1-4 show project site plan, study area, trip distribution/assignment and intersection turning movement volumes. PROJECT ACCESS Access to the project site will be provided via two driveways along Washington Street and Avenue 50, respectively. PARKING The proposed development will be required to provide on-site parking spaces consistent with City of La Quinta parking requirements. INTEGRATED ENGINEERING GROU 2 I sills pills 11111 sills :11111111::111:111111111111111.1 oils 9 1 I � 1A i:.�lvaii 7A �R fi pups :1 p I 5 wn,s k. d L xw rA Ms ;s -------------- G, INTEGRATED ENGINEERING GROUP TRANSPORTATION PLANNING AND ENGINEERING -------------------------------------------------------------- AVENU Troutdale Village Project Site Plan Figure 1-1 i :�.Y•� �• ,1fS�/' 1, im f .i ' �..s 1► Vii► is Y � a :d �.r# �.' T� •�-'�+��r 74'-�y� - i �n6�.'i or ,,�r�;l '"a`�PF"�41'��$���5". e' ➢0• �� s�liNVIRM y�Q .s n i-'�` +mib6koo ,� �yv `rMry� N 'Tit Ir ° y t F1 ai �a�, �► rbc / �A1�r ipi moi-:.i"'#��y 7► r^ ��'�i X l �i!. r lm ,eQ 9411! '!i' ti! ! j r y i� .T�'�`" e'' L-!-'�k:,, •..�� �: :�' .fig ��7,a��!'y .. �%P,�h�e�*�i�'�f�:�i �d7 �� F�IeO� f•:•�� .e"i . sl 4 N �IM. &l. ���`� e- g y w �� / e'V:5,45r.yrtµy AvP Pill, .14 NO Ir enue 50e rjjp4:RAlY si9}b w `si,_'rSA..M�S t - k� . � � ,krQ- • ' �� a ° • w. � ti��V�l�i���G��Y��r�rt�lr�pkii IWashington StreetfAvenue 50 L 8/5 0 0 0 0 ° 1218 1 L. r 21113 Signalized 1/4-1 1 T r 318 y o 00 010 LEGEND (AM/PM) Peak Hour Volumes 2Washington Street/Eisenhower Avenue L 010 0 0 o o 010 i L► r 010 Signalized 010 1 1 r 010 1100 0' 318 co o 7 IINTE,G GRATED ENGINEERING GROUP TRANSPORTATION PLANNING AND ENGINEERING 3Washington Street/Avenue 48 0, L 010 O N O O o o 4- 010 L► r 4112 Signalized 0/0 1 «1 1 r 0/0 O CO 00 0/0 o N N Troutdale Village 5 Project Peak Hour Intersection Volumes Figure 1-3 Troutdale Villaee TA Methodo 2.0 METHODOLOGIES This section documents the methodologies and assumptions used to conduct the circulation impact analysis for the proposed project. This section contains the following background information: • Study scenarios • Study time periods • Analysis methodologies Refer to Appendix A for approved scoping agreement. STUDY SCENARIOS This report presents an analysis of the intersections which were selected for the following anticipated timeframe scenarios: • Existing Conditions (2021) • Project Completion Year 2023 (Existing Plus Ambient Plus Project) Conditions • Cumulative (Existing Plus Ambient Plus Cumulative Plus Project) Conditions STUDY TIME PERIODS The City of La Quinta selected the following peak hours for analysis: • Weekday AM (peak hour between 7:00 AM and 9:00 AM) • Weekday PM (peak hour between 4:00 PM and 6:00 PM) ANALYSIS METHODOLOGIES Street system operating conditions are typically described in terms of "level of service." Level of service is a report -card scale used to indicate the quality of traffic flow on roadway segments and at intersections. Level of service (LOS) ranges from LOS A (free flow, little congestion) to LOS F (forced flow, extreme congestion). Table 2-1 describes generalized definitions of auto LOS A through F. G, 6 Troutdale VHW4e TA Methodo Table 2-1 Vehicular Level of Service Definitions LOS Characteristics Primarily free-flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic A stream. Controlled delay at the boundary intersections is minimal. The travel speed exceeds 85% of the base free-flow speed. Reasonably unimpeded operation. The ability to maneuver within the traffic stream is only slightly restricted B and control delay at the boundary intersections is not significant. The travel speed is between 67% and 85% of the base free-flow speed. Stable operation. The ability to maneuver and change lanes at mid -segment locations may be more restricted C than at LOS B. Longer queues at the boundary intersections may contribute to lower travel speeds. The travel speed is between 50% and 67% of the base free-flow speed. Less stable condition in which small increases in flow may cause substantial increases in delay and decreases in D travel speed. This operation may be due to adverse signal progression, high volume, or inappropriate signal timing at the boundary intersections. The travel speed is between 40% and 50% of the base free-flow speed. Unstable operation and significant delay. Such operations may be due to some combination of adverse signal E progression, high volume, and inappropriate signal timing at the boundary intersections. The travel speed is between 30% and 40% of the base free-flow speed. Flow at extremely low speed. Congestion is likely occurring at the boundary intersections, as indicated by high F delay and extensive queuing. The travel speed is 30% or less of the base free-flow speed. Also, LOS F is assigned to the subject direction of travel if the through movement at one or more boundary intersections have a volume -to -capacity ratio greater than 1.0. Source: Highway Capacity Manual, Transportation Research Board (2010) Intersection Capacity Analysis The analysis of peak hour intersection performance was conducted using the Synchro 10 software program, which uses methodologies defined in the Highway Capacity Manual (HCM) 6th Edition to calculate LOS. Level of service (LOS) for intersections is determined by control delay. Control delay is defined as the total elapsed time from when a vehicle stops at the end of a queue to the time the vehicle departs from the stop line. The total elapsed time includes the time required for the vehicle to travel from the last -in -queue position to the first -in -queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in the queue. Signalized Intersections The HCM analysis methodology for evaluating signalized intersections is based on the "operational analysis" procedure. This technique uses 1,900 passenger cars per hour of green per lane (pcphpl) as the maximum saturation flow of a single lane at an intersection. Average control delay is calculated by taking a volume -weighted average of all the delays for all vehicles entering the intersection. Table 2-2 summarizes the level of service criteria for signalized intersections. INTEGRATED ENGINEERING GROUP Troutdale VHW4e TA Methodo Table 2-2 Signalized Intersection Level of Service HCM Operational Analysis Method Average Control Delay Per Vehicle (seconds) Level of Service (LOS) Characteristics 15.1-25.0 LOS occurs when the volume -to -capacity ratio is low and either progression is exceptionally <10.0 favorable or the cycle length is very short. If it is due to favorable progression, most vehicles 35.1-50.0 arrive during the green indication and travel through the intersection without stopping. >50.0 LOS 8 occurs when the volume -to -capacity ratio is low and either progression is highly 10.1— 20.0 favorable or the cycle length is short. More vehicles stop than with LOS A. LOS Coccurs when progression is favorable or the cycle length is moderate. The number of 20.1-35.0 vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. LOS D occurs when the volume -to -capacity ratio is high and either progression is ineffective or 35.1— 55.0 the cycle length is long. Many vehicles stop and individual cycle failures are noticeable. LOS E occurs when the volume -to -capacity ratio is high, progression is unfavorable, and the 55.1— 80.0 cycle length is long. Individual cycle failures are frequent. LOS F occurs when the volume -to -capacity ratio is very high, progression is very poor, and the >80.0 cycle length is long. Most cycles fail to clear the queue. Source: Highway Capacity Manual, Transportation Research Board (2010) Table 2-3 Level of Service Criteria for Stop Controlled Unsisnalized Intersections <10.0 A 10.1-15.0 B 15.1-25.0 C 25.1-35.0 D 35.1-50.0 E >50.0 F Source: Highway Capacity Manual, Transportation Research Board (2010) City of La Quinta General Plan Compliance In coordination with City staff, the transportation analysis will identify LOS deficiencies for compliance with City of La Quinta General Plan goals. The City of La Quinta has established LOS "D" as the minimum allowable level of service at signalized intersections and LOS "E" as the minimum allowable LOS for the side street at cross -street stop -controlled intersections. Therefore, any intersection operating at an LOS worse than these minimums will be considered deficient for the purposes of this analysis. 8 Troutdale Villaee TA Existine Conditions 3.0 EXISTING CONDITIONS (2021) SCENARIO This section documents the circulation system conditions within the study area of the project under Existing Conditions Year 2021. This section also documents operational deficiencies on the existing local and regional circulation networks. ROADWAY NETWORK Locally significant roadway located within the study area of the proposed project is discussed below. Washington Street from Avenue 48 to Avenue 50 functions as a 6 -lane major arterial. The posted speed limit on Washington Street is 50 miles per hour (mph). Per the City of La Quinta General Plan Circulation Element, the buildout roadway classification of Washington Street is a divided 6 -lane major arterial. Avenue 50 from Eisenhower Drive to Park Avenue mostly functions as a 3 -lane primary arterial along the property frontage and transitions to a 4 -lane primary arterial to the east. The posted speed limit on Washington Street is 45 mph. Per the City of La Quinta General Plan Circulation Element, the buildout roadway classification of Avenue 50 is a divided 4 -lane primary arterial. Figures 3-1 and 3-2 show the City of La Quinta General Plan Circulation Network and Recommended Roadway Cross Sections, respectively. TRANSIT SYSTEM The SunLine Transit Agency (STA) is the main transit agency servicing the City of La Quinta. Currently, STA operates Route 7 within the vicinity of the project. Route 7 operates seven days a week and connects to Indian Wells and Palm Desert north of the site. Weekday and weekend service frequency is 90 minutes. Bus stops for Route 7 are currently located at the northeast corner of the intersection of Washington Street and Avenue 50 for northbound service and at the southwest corner for southbound service. Pedestrian accessibility and connectivity from the project site to these bus stops is provided along the east and west sides of Washington Street with signalized crossings at the intersection where the bus stops are located. Bus route information is included in Appendix G. ACTIVE TRANSPORTATION SYSTEM Active transportation facilities including pedestrian and bicycle facilities are provided within the study area of the project. Pedestrian crosswalks are generally provided at signalized intersections along Washington Street with sidewalks on the east side. Buffered Class II bike lanes are provided in both directions along Washington Street and along the southside along Avenue 50, east of the project site. TRAFFIC VOLUMES The Existing Year 2021 peak hour intersection turning movement volumes were counted on Tuesday November 9, 2021. The turning movement counts are provided in Appendix B. Troutdale Villaee TA Existing Conditions ANALYSIS RESULTS Table 3-1 shows Existing Conditions intersection operation analysis results. Figure 3-3 shows intersection turning movement counts under Existing Year 2021 scenario. Table 3-1 Existing Conditions 2021 Scenario Intersection Operation Analysis Intersection Intersection Control Existing Conditions Delay (a) LOS (b) AM/PM Peak 1. Washington Street and Avenue 50 Signalized 20.7/16.4 C/B 2. Washington Street and Eisenhower Drive Signalized 15.0/13.7 B/B 3. Washington Street and Avenue 48 Signalized 13.2/11.9 B/B Notes: (a) Delay refers to the average control delay for the entire intersection, measured in seconds/vehicle. (b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 61h Edition and performed using Synchro 10 Per the analysis results shown in Table 3-1, all analyzed intersections are operating at an acceptable LOS under Existing Year 2021 Conditions. Therefore, no improvements are required. Existing Conditions peak hour analysis worksheets are provided in Appendix C. GI 10 Legend ■ a ■ City Boundary r m Sphere of Influence *No* Highway III ■ ■ ■ s i Major Arterial (bD) • • Primary Arterial (41)) 00+0 Secondary Arterial (4UD) i a== Modified Secondary (2D) Collector (2UD) pppp Urban Arterial (81)) No w i r a c � • » i 1 tt ' e # 1 2 AlipoA Blvd � 1 ` r . r i - 1 f 1 1 y 1 1 - � amu` 4 1 Call. Juso 1 1 1 � 1 2 ' � 44I W r e' 1 �4 r r � 1 1 r i r 1 r � r 1 r , Legend ■ a ■ City Boundary r m Sphere of Influence *No* Highway III ■ ■ ■ s i Major Arterial (bD) • • Primary Arterial (41)) 00+0 Secondary Arterial (4UD) i a== Modified Secondary (2D) Collector (2UD) pppp Urban Arterial (81)) No s r s r N a><a 1 1 1 Citi of La Quinta BuiL 06-13 (9.22.10) & Iteris (2012) IINTE,G GRATED ENGINEERING GROUP TRANSPORTATION PLANNING AND ENGINEERING = a a r i Troutdale Village 11 City of La Quinta General Plan Circulation Network Figure 3-1 i � I >K i 1 tt ' e # 2 AlipoA Blvd i i - f i avanuv � _ 1 amu` 4 1 i 1 s r s r N a><a 1 1 1 Citi of La Quinta BuiL 06-13 (9.22.10) & Iteris (2012) IINTE,G GRATED ENGINEERING GROUP TRANSPORTATION PLANNING AND ENGINEERING = a a r i Troutdale Village 11 City of La Quinta General Plan Circulation Network Figure 3-1 80' Collector 102' Secondary Arterial 128' Major Arterial RM ROW 0.A' Modified or Raw 108' Primary Arterial 717 N i - Modified or Raw 108' Primary Arterial 717 146' State Highway 111 I INTEGRATED ENGINEERING GROUP TRANSPORTATION F'v'.r,r.. Av AmDENGNEERNG 1., xuLpllviltru ivldjul- 12 Troutdale Village City of La Quinta Roadway Cross -Sections Figure 3-2 N m AA MEN 146' State Highway 111 I INTEGRATED ENGINEERING GROUP TRANSPORTATION F'v'.r,r.. Av AmDENGNEERNG 1., xuLpllviltru ivldjul- 12 Troutdale Village City of La Quinta Roadway Cross -Sections Figure 3-2 N m AA iWashington Street/Avenue 50 P M- L o 315 / 209 v _^ 4— 105/91 L. r 1 16 / 119 Signalized 45/42 J ~1 1 r 134 / 115 =o 0 30/ 18 N N 00 LEGEND (AM/PM) Peak Hour Volumes Washington Street/Eisenhower i Avenue N O M r�4_ L 21 /24 M 0 M ^_ 2/6 r 8/ 1 Signalized 604/510 J '1 1 f 1 /5 M M 1 0 � N 21 / 14 o 00 I INTEGRATED ENGINEERING GROUP TRANSPORTATION PLANNING AND ENGINEERING aWashington Street/Avenue 48 M N N L 288/ 187 0 o 4M 0/0 4,111 1 L, r 314/474 Signalized 0/0 J 11 1 r 0/0 0 0000 0000 O N 0/0 N a` 7 M Troutdale Village 13 Existing 2021 Peak Hour Intersection Volumes Figure 3-3 Troutdale Village TA Project Completion 4.0 PROJECT COMPLETION CONDITIONS This section documents the circulation system conditions within the study area of the project under Project Completion (Existing Plus Ambient Plus Project) Conditions. Since the project is expected to be built and operational in 2023, a 2% annual growth factor for two years was applied to the existing counts. Project traffic volumes are then added to these volumes to develop Project Completion Conditions traffic volumes. This section also documents potential operational deficiencies on the existing local and regional circulation networks. ANALYSIS RESULTS Table 4-1 shows Project Completion Conditions intersection operation analysis results. Figures 4-1 shows intersection turning movement volumes under Project Completion Conditions. Table 4-1 Project Completion Scenario Intersection Operation Analysis Intersection Existing Conditions Project Completion Conditions Delay (a) LOS (b) Delay (a) LOS (b) AM Peak/PM Peak 1. Washington Street and Avenue 50 20.7/16.4 C/B 22.2/17.4 C/B 2. Washington Street and Eisenhower Drive 15.0/13.7 B/B 16.3/14.7 B/B 3. Washington Street and Avenue 48 13.2/11.9 B/B 14.6/12.7 B/B Notes: (a) Delay refers to the average control delay for the entire intersection, measured in seconds/vehicle. At unsignalized intersections, delay refers to the worst movement. (b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 6th Edition and performed using Synchro 10 Per the analysis results shown in Table 4-1, all analyzed intersections are operating at an acceptable LOS under Project Completion Conditions. Therefore, no additional improvements are required. Project Completion Conditions peak hour analysis worksheets are provided in Appendix D. 14 I I Washington Street/Avenue 50 0 M D` O O �^, L 336!223 V] M ^ ^ 4- 1221 103 «� 1 �► r 142/ 137 Signalized 48148 J 1 1 r 1431128 `" ° CD 32/19 N ^ co m LEGEND (AM/PM) Peak Hour Volumes 2 Washington StreettEisenhower Avenue o. O M L 22125 T 00 co m 3!7 M O, - �% 1 �► r 9!2 Signalized 6291531 J 1 t r 2/6 O t+i 25123 v ^ N I INTEGRATED ENGINEERING GROUP TRANSPORTATION PLANNING AND ENGINEERING 3 Washington Street/Avenue 48 m n o N L 3001195 C) 1- 010 L► r 3311506 Signalized 010 J 1 t r 010 y o o 0 N M 010 m co v ^ v Troutdale Village 15 Project Completion Peak Hour Intersection Volumes Figure 4-1 Troutdale Villaee TA Cumulative 5.0 CUMULATIVE CONDITIONS This section documents the circulation system conditions within the study area of the Project under Cumulative (Existing Plus Ambient Plus Cumulative Plus Project) Conditions. The Cumulative Conditions traffic volumes were developed by adding cumulative project trips to the Project Completion Conditions traffic volumes. This cumulative project is shown in Table 5-1 below. The location is shown in Figure 5-1 and the Cumulative project trip volumes assigned to the study intersections are shown in Figure 5-2. This section also documents potential Cumulative Project operational deficiencies on the circulation network. No network improvements are assumed under Cumulative conditions. Table 5-1 Cumulative Proiects Project Land Use Quantity Units' Crossing at La Quinta Residential 68 DU IDU = Dwelling Units ANALYSIS RESULTS Table 5-2 shows Cumulative Conditions intersection operation analysis results. Figures 5-1 and 5-2 show intersection turning movement volumes for the cumulative projects in Table 5- 1 and under Cumulative Conditions, respectively. Trip distribution for each Cumulative project is included in Appendix E. Table 5-2 Cumulative Condition Intersection Operation Analvsis Intersection Existing Conditions Cumulative Conditions Delay (a) LOS (b) Delay (a) LOS (b) 1. Washington Street and Avenue 50 20.7/16.4 C/B 22.4/17.7 C/B 2. Washington Street and Eisenhower Drive 15.0/13.7 B/B 16.4/14.8 B/B 3. Washington Street and Avenue 48 13.2/11.9 B/B 14.8/12.8 B/B Notes: (a) Delay refers to the average control delay for the entire intersection, measured in seconds/vehicle. At unsignalized intersection, delay refers to the worst movement. (b) LOS calculations are based on the methodology outlined in the Highway Capacity Manual 611 Edition and performed using Synchro 10 Per the analysis results shown in Table 5-2, all analyzed intersections are operating at an acceptable LOS under Cumulative Conditions. Therefore, no additional improvements are required. Cumulative Condition peak hour analysis worksheets are provided in Appendix F. INTEGRATED ENGINEERING GROU 16 Washington Street/Eisenhower Washington Street/Avenue 50 Washington Street/Avenue 48 Avenue ME V OR lo!t' Ave 48 Y ,Zr.. }�! 'i ^ g 7 ` • �♦ Vii';:" c. t f ! r+rrrrr►; e L 4F `'IAA T� t' r• w r t .s� � it ' � i'w � _ �� tM„ �. VIA- 11111-411"% W i� iio K `!a dw ��'�� tom' fl ! �+r,., iF r ® � � ��I . i'-'►���.'�_�'t7= '"�9. r'I,... t►r,+r:� - = Ave - .A. a S`.• -- •: �'b�,i/I �. - w � It r f v I 0 Washington Street/Avenue 50 M M O N L 3381224 4- 1261105 — �% t �•► r 1461139 Signalized 48148 "1 t r 1441132 ♦ =4 v :°o n 32/ 19 N N M O, con LEGEND (AM/PM) Peak Hour Volumes 2 Washington Street/Eisenhower Avenue O Vl M � L 22125 T N T 00 4w3 17 M M T — .j t L► r 912 Signalized 6291531 ) ''1 1 r 216 O M 26125 N d eq N IINTE,G GRATED ENGINEERING GROUP lg TRANSPORTATION PLANNING AND ENGINEERING 3 Washington StreetfAvenue 48 N n o N L 3001195 o C) a, I- oro «J t 1» r 332/510 Signalized 010 1 r 0/0 010 0 N M o m v Troutdale Village Cumulative Conditions Peak Hour Intersection Volumes Figure 5-2 Troutdale Villaee TA Vehicle Miles Traveled 6.0 VEHICLE MILES TRAVELED This section documents the results of the Project Screening assessment per the City of La Quinta Vehicle Miles Traveled (VMT) Analysis Policy (June 2021). The VMT Policy provides project screening criteria to determine if a VMT analysis is necessary. A presumption can be made that a project would not have a significant transportation related CEQA impact if a project meets one of project -level assessment screening criteria identified in the City's VMT Analysis Policy. Per the City of La Quinta VMT Analysis Policy and screening criteria for Development Projects, the proposed project consisting of a combination of 68 multifamily (low-rise) units and 216 multifamily (mid - rise) of which 63 units are affordable housing units can be presumed to not have a significant transportation related CEQA impact by qualifying for small and local serving projects screening criteria as affordable housing, multi -family (low-rise) housing projects less than or equal to 200 dwelling units; or multi -family (mid -rise) housing projects less than or equal to 245 dwelling units. F15 - INTEGRATED ENGINEERING GROUP TRANSPORTATION PLANNING AND ENGINEERING APPENDIX A - SCOPING AGREEMENT GI -- INTEGRATED ENGINEERING ■ ■ Date: October 26, 2021 To: Bryan McKinney, Public Works/Engineering Director, City Engineer, City of La Quinta From: George Ghossain, Principal Engineer, Integrated Engineering Group Subject: TRIP GENERATION AND VMT SCOPING AGREEMENT FOR WASHINGTON STREET AND AVENUE SO MULTI -FAMILY DEVELOPMENT, LA QUINTA Integrated Engineering Group (IEG) is pleased to submit this scoping agreement for the Washington Street and Avenue 50 Multi -Family Development located on the northeast corner of Washington Street and Avenue 50 in the City of La Quinta, California. The subject project is proposing the construction of 10 residential buildings including 221 multifamily (low-rise) units and 1 clubhouse with amenities on a vacant site. Our goal is to obtain comments from City of La Quinta staff, to ensure that this memo fully addresses the analysis requirements per the City of La Quinta General Plan and County of Riverside Transportation Analysis (TA) Guidelines for Level of Service (LOS) and Vehicle Miles Traveled (VMT), December 2020. The preliminary site plan for the proposed Project is shown on Figure 1. It is anticipated that the proposed development will be built in one phase which will be discussed in detail with City staff. Access to the Project site will be provided via one full access driveway along Avenue 50 and one right in/right out only driveway along Washington Street. STUDY AREA The study area for this project was developed consistent with the County of Riverside TA guidelines in coordination with City staff. Figure 2 presents the study area that includes the following three key intersections: Intersections 1. Washington Street and Avenue 50 2. Washington Street and Eisenhower Drive/Rancho La Quinta Drive 3. Washington Street and Avenue 48 ANALYSIS SCENARIOS Analysis of the intersection operating conditions during the peak periods will be conducted for the following anticipated timeframe scenarios: • Existing Year 2021 • Project Completion (Existing plus Ambient Growth plus Project) WASHINGTON STREET & AVENUE 50 MULTI -FAMILY DEVELOPMENT SCOPING AGREEMENT I PAGE I OF 3 • Cumulative (Existing plus Ambient Growth plus Project plus Cumulative Projects) TRIP GENERATION Trip generation is a measure or forecast of the number of trips that begin or end at the project site. The traffic generated is a function of the extent and type of development proposed for the site. These trips will result in some traffic increases on the streets where they occur. Per Appendix B in the County of Riverside TA Guidelines, trip generation rates from the Trip Generation Manual, 10"' Edition, published by the Institute of Transportation Engineers (ITE) should be used to determine trip generation. The proposed Project trip generation rates and trip calculations summary are presented in Tables 1 and 2, respectively. Table 1 Project Trip Generation Rate Land Use' UnitS2 ITE LU Code AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Multifamily Housing (Low Rise) DU 220 0.11 0.35 0.46 0.35 1 0.21 0.56 7.32 'Trip Generation Rate Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Tenth Edition (2017). IDU = Dwelling Unit Table 2 Project Trip Generation Land Use Intensity Units' AM Peak Hour PM Peak Hour Daily In Out Total In Out Total Multifamily Housing (Low Rise) 221 DU 23 78 101 78 46 124 1,618 Total 23 78 101 78 46 124 1,618 1DU = Dwelling Unit Table 2 summarizes the trip generation based on the dwelling units associated with the proposed Project. As shown, the proposed project is estimated to generate approximately 1,618 total daily trips, 101 AM peak hour trips and 124 PM peak hour trips. TRIP DISTRIBUTION/ASSIGNMENT Trip distribution and assignment is the process of identifying the probable destinations, directions and traffic routes that project related traffic will likely affect. Trip distribution and assignment information can be estimated from observed traffic patterns, experience or through use of the Riverside County Transportation Analysis Model (RivCOM). Once the proposed development trips have been estimated, they are assigned to the study area network. For this development, the project distribution was developed based on the land use characteristics of the proposed project and surrounding area, anticipated travel patterns to and from the project site and existing travel patterns within the study area. Figures 2 and 3 show project trips distribution percentages and assignment. WASHINGTON STREET & AVENUE 50 MULTI -FAMILY DEVELOPMENT SCOPING AGREEMENT I PAGE 2 OF 3 EXISTING AND PROJECTED TRAFFIC VOLUMES Intersection turning movement and roadway segment average daily traffic counts will be conducted during the weekday morning peak period from 7:00 AM to 9:00 AM and weekday evening peak period from 4:00 PM to 6:00 PM. Opening Year 2023 volumes will be developed by applying two percent per year growth factor over the Existing Year 2021 volumes. IMPROVEMENT TO ADDRESS LOS DEFICIENCIES For the purposes of this analysis, LOS D is the minimum LOS standard for intersection analysis is LOS D and improvements should be identified to address intersection deficiencies caused by the project. VEHICLE MILES TRAVELED (VMT) The City of La Quinta does provide guidance on evaluating VMT for transportation impacts under CEQA. IEG will conduct a VMT assessment per City's revised VMT Guidelines dated June 2021 and submit for City staff review and approval. Sincerely, IEG Signature: Name: George Ghossain, PE, MSCE, MPA Address: Principal Engineer Attachments: Figure 1— Project Site Plan Figure 2 — Study Area Trip Distribution Figure 3 —Trip Assignment Approved By: WASHINGTON STREET & AVENUE 50 MULTI -FAMILY DEVELOPMENT SCOPING AGREEMENT I PAGE 3 OF 3 L_— 1 I , en to 1 ti I mills sills IIIA sills :1111111116111:111111111 11 9 poll :6 I U to MS 78 --------------------- Meq 0-� fY? _ ~. •!r -/ - 514 toj to ! It A ! �— --------------- ------------- ----------------- AVENU G, INTEGRATED ENGINEERING GROUP TRANSPORTATION PLANNING AND ENGINEERING Washington Street & Avenue 50 Multi -Family Development Project Site Plan Figure 1 i :�.Y•� �• ,1fS�/' 1, im f .i ' �..s 1► Vii► is Y � a :d �.r# �.' T� •�-'�+��r 74'-�y� - i �n6�.'i or ,,�r�;l '"a`�PF"�41'��$���5". e' ➢0• �� s�liNVIRM y�Q .s n i-'�` +mib6koo ,� �yv `rMry� N YC Tit Ir ° 'a t F li ai �� �► i'.�Ar ipi moi -:.i "'#��y 7► r^ ��' �i X 1 �i! . � . m:4, . ,eQ 9411! '!i' ti! ! j r y L ! -'k:,, •.. '�: :�' .fig�7,a�!'y%P,�he4�*�i�'f�:�id7 �� FIeO��:•� .e"i . sl 4 N v , y _'$! �:�' .« i� C ��, r i+ir.�i �� s �xvP Pill, � .14 NO e- g y w �� / e'V:5,45r.yrtµy Avenue 50e rjjp4:RAlY 'Ali AW f 1 L eis 12/7 J 1 :+ r 20/ 12 S ignalized I/4 t r 2o 2 L 0/0 4.. 0/0 r oio Signalized 0/0 J 1 r 0io tie Z m m LEGEND (AM/PM) Peak Hour Volumes IINTE,G GRATED ENGINEERING GROUP TRANSPORTATION PLANNING AND ENGINEERING L 0/0 4— 0/0 r 3,12 Signalized 010 tif oio -l' _ 0/0 N \ Washington Street & Avenue 50 Multi -Family Development Project Peak Hour Intersection Volumes Figure 3 APPENDIX B - TRAFFIC COUNT DATA INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Washington t NORTH SIDE 1 I I Ave 50 WEST SIIDE EAST SIDE Ave 50 — SOUTH SIDE — Washington PEDESTRIAN + BIKE CROSSINGS DATE: Tue, Nov 9, 21 NOTES: LOCATION: NORTH & SOUTH: EAST & WEST: E SIDE La Quinta Washington Ave 50 TOTAL 0 0 0 b PROJECT #: LOCATION CONTROL: #: TF SC3183 1 SIGNAL N S E, 0 1 • Add u -n : m ien n 1 3 NORTHBOUND W.shmgton 2 SOUTHBOUND Th,,g- 2 0 EASTBOUND Ave 50 2 4--- WESTBOUND Ave 51 6 5 2 15 U-TURNS 0 2 1 LANES: NL 1 NT 3 NR 0 SL 2 ST 2.5 SR 0.5 EL 1 ET 2 ER 0 WL 2 WT 1 WR 1 TOTAL NB 0 SB 0 EB 0 WB 0 TTL 1 0 7:00 AM 7:15 AM 7 8 161 210 8 15 14 28 119 121 3 6 5 17 13 18 1 6 16 14 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 9 246 14 16 141 9 19 17 7 27 0 7:45 AM 3 208 11 30 155 10 13 21 7 27 2 9 1 0 0 0 0 0 8:00 AM 4 212 17 28 175 13 11 34 8 19 M51 6 0 0 1 0 1 8:15 AM 3 210 24 43 167 9 12 39 8 30 6 0 0 0 0 0 8:30 AM 7 189 29 35 209 14 12 31 7 28 4 1 0 0 0 1 8:45 AM 7 213 16 44 19317 10 30 7 39 7 2 0 0 1 3 VOLUMES APPROACH % 48 3% 1,649 90% 134 7% 238 15% 1,280 80% 81 5% 99 28% 203 58% 51 14% 200 23% 180 20% 501 57% 4,664 3 0 1 1 5 APP/DEPART 1,831 / 2,248 1,599 / 1,533 353 / 576 881 / 307 0 BEGIN PEAK HR 8:00 AM VOLUMES 21 824 86 150 744 53 45 134 30 116 105 315 2,623 APPROACH % 2% 89% 9% 16% 79% 6% 22% 64% 14% 22% 20% 59% PEAK HR FACTOR 0.982 0.918 0.886 0.670 0.890 APP/DEPART 931 / 1,183 947 / 892 209 / 371 536 / 177 0 4:00 PM 2 174 22 68 257 14 12 18 5 17 19 33 641 0 0 0 0 0 4:15 PM 3 191 12 52 248 16 13 13 5 23 21 48 645 0 0 1 0 1 4:30 PM 2 176 14 62 247 19 7 28 6 25 18 61 665 0 0 0 0 0 4:45 PM 5 143 21 59 241 7 10 31 3 34 32 59 645 0 0 0 0 0 5:00 PM 2 217 16 59 257 10 14 29 5 29 24 42 704 0 0 0 0 0 5:15 PM 2 166 10 68 245 18 11 27 4 31 17 47 646 0 0 0 0 0 5:30 PM 5 160 16 73 282 14 7 22 5 23 16 25 648 0 0 0 0 0 5:45 PM 1 149 20 40 260 16 7 13 9 29 15 30 589 0 0 0 0 0 a VOLUMES APPROACH % 22 1% 1,376 90% 131 9% 481 18% 2,037 77% 114 4% 81 27% 181 60% 42 14% 211 29% 162 23% 345 48% 5,183 0---7-0 1 0 1 APP/DEPART 1,529 / 1,801 2,632 / 2,290 304 / 793 718 / 299 0 BEGIN PEAK HR 4:30 PM VOLUMES 11 702 61 248 990 54 42 115 18 119 91 209 2,660 APPROACH % 1% 91% 8% 19% 77% 4% 24% 66% 10% 28% 22% 50% PEAK HR FACTOR 0.823 0.976 0.911 0.838 0.945 APP/DEPART 774 / 953 1 1,292 / 1,127 1 175 / 424 419 / 156 0 Washington t NORTH SIDE 1 I I Ave 50 WEST SIIDE EAST SIDE Ave 50 — SOUTH SIDE — Washington PEDESTRIAN + BIKE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL 0 0 0 b 0 1 0 0 0 0 0 0 1 1 1 3 1 2 2 1 6 2 0 0 2 4--- 2 6 5 2 15 1 0 2 1 4 4 0 0 1 3 7 10 9 10 10 39 2 0 6:UU AM 5 0 0 0 2 2 2 0 1 0 5 2 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 0 5 0 0 5 1 0 0 0 1 0 0 0 0 0 2 9 1 2 2 15 4:30 PM T218 PEDESTRIAN CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 2 1 6 2 0 0 2 4 2 4 1 2 9 0 0 0 0 0 3 0 0 3 6 8 6 3 8 25 1 If I IV 0 2 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 1 7 1 1 10 1 5 0 1 7 T218 BICYCLE CROSSINGS NS SS ES WS TOTAL 0 0 0 0 0 0 0 0 0 0 0 1 1 1 3 0 0 0 0 0 0 0 0 0 0 0 2 4 0 6 1 0 2 1 4 1 0 0 0 1 2 3 7 2 14 0 0 1 1 2 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 2 1 1 5 T218 0 a 0 Lo a) a I AimTD LLC TURNING MOVEMENT COUNTS La Quinta SC3183 ALL HOURS 1�7� a C?�> Z, o so O A g T W O) A O N N 0 � � a r A�O O 1,533 Washington AM 4,231 195 3,317 719 TOTAL 481 PM 4,049 1,801 2,632 114 2,037 1,599 81 1,280 238 AM 3,823 2,248 TOTAL 70 3,025 265 3,360 00 La Quinta SC3183 ALL HOURS 1�7� a C?�> Z, o so O A g T W O) A O N N 0 � � a r A�O O Washington 2,239 107 1,734 398 TOTAL 2,136 1,292 54 990 248 PM 953 947 53744 150 AM 1,183 <�� 'R PEAK HOUR AM 8:00 AM PM 4:30 PM �� 4 u' m 1,533 AM 481,649 134 1,831 2,290 PM 22 1,376 131 1,529 3,823 TOTAL 70 3,025 265 3,360 FF Washington Washington 2,239 107 1,734 398 TOTAL 2,136 1,292 54 990 248 PM 953 947 53744 150 AM 1,183 <�� 'R PEAK HOUR AM 8:00 AM PM 4:30 PM �� 4 u' m 892 AM 21824 86 931 1,127 PM 11 702 61 774 2,019 Total 32 1,526 147 1,705 FF Washington INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Washington t NORTH SIDE 1 I I Eisenhower WEST SIIDE EAST SIDE Eisenhower — SOUTH SIDE — Washington PEDESTRIAN + BIKE CROSSINGS DATE: Tue, Nov 9, 21 NOTES: LOCATION: NORTH & SOUTH: EAST & WEST: E SIDE La Quinta Washington Eisenhower TOTAL 0 0 1 0 0 1 7 PROJECT #: LOCATION #: CONTROL: 1 SC3183 2 SIGNAL N S E , 1 3 • Add u -Turn: o hen Turn: 5 1 0 Washington 0 1 Washington 1 Eisenhower -Rancho la Quin, Eisenhower -Rancho to Quinfa 3 0 5 4 U-TURNS 10 7 1 LANES: NLNT 1 3 NR 1 SL 1 ST 3 SR 1 EL 2.3 ET 0.3 ER 0.3 WL 0.5 WT 0.5 WR 1 TOTAL NB 0 SB 0 EB 0 WB 0 TTL 0 7:00 AM 7:15 AM 1 1 171 309 311 289 0 0 1 2 Z 3 2 7 154 152 219 71 86 96 173 189 154 0 0 1 6 5 2 0 0 3 1 3 0 3 8 1 721 761 776 0 0 0 0 0 0 7:30 AM 4 0 0 0 7:45 AM 2 0 0 0 0 8:00 AM 3 249 0 4 205 84 155 0 4 2 0 4 710 [L3 1 0 0 2 8:15 AM 2 309 2 5 215 83 153 0 6 2 0 2 779 0 0 1 8:30 AM 4 245 0 6 257 101 140 0 6 2 1 9 771 1 0 2 8:45 AM 1 382 0 2 259 105 156 1 5 2 1 6 920 0 0 0 VOLUMES APPROACH % 18 1% 2,265 99% 5 0% 31 1% 1,593 69% 685 30% 1,263 97% 2 0% 36 3% 11 19% 7 12% 40 69% 5,956 1 0 5 APP/DEPART 2,288 / 3,570 2,309 / 1,641 1,301 / 35 58 / 710 0 BEGIN PEAK HR 8:00 AM VOLUMES 10 1,185 2 17 936 373 604 1 21 8 2 21 3,180 APPROACH % 1% 99% 0% 1% 71% 28% 96% 0% 3% 26% 6% 68% PEAK HR FACTOR 0.781 0.906 0.966 0.646 0.864 APP/DEPART 1,197 / 1,812 1,326 / 966 626 / 17 31 / 385 0 4:15 PM 6 259 1 10 345 189 110 0 2 1 2 5 930 2 0 0 2 4:30 PM 9 222 1 18 324 182 139 2 2 0 1 5 905 0 0 0 1 4:45 PM 11 209 3 15 329 149 118 3 6 0 1 9 853 1 0 0 1 5:00 PM 6 249 1 9 344 181 143 0 4 0 2 5 944 mt 2 0 0 2 5:15 PM 2 237 1 7 338 164 141 0 1 3 2 10 906 0 0 0 0 5:30 PM 2 185 0 11 389 157 121 2 2 6 1 4 880 1 0 0 1 5:45 PM 3 199 2 5 311 147 84 0 2 3 1 1 758 1 0 0 1 VOLUMES APPROACH % 42 2% 1,761 97% 9 0% 86 2% 2,739 66% 1,345 32% 968 97% 7 1% 22 2% 13 19% 11 16% 45 65% 7,048 7 0 10 8 APP/DEPART 1,812 / 2,781 4,170 / 2,775 997 / 95 69 / 1,397 0 BEGIN PEAK HR 4:15 PM VOLUMES 32 939 6 52 1,342 701 510 5 14 1 6 24 3,632 APPROACH % 3% 96% 1% 2% 64% 33% 96% 1% 3% 3% 19% 77% PEAK HR FACTOR 0.918 0.963 0.900 0.775 0.962 APP/DEPART T 977 / 1,478 1 2,095 / 1,358 529 / 58 1 31 / 738 1 0 Washington t NORTH SIDE 1 I I Eisenhower WEST SIIDE EAST SIDE Eisenhower — SOUTH SIDE — Washington PEDESTRIAN + BIKE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL 0 0 1 0 0 1 7 0 1 0 7 0 1 3 1 5 1 0 0 0 1 0 1 2 0 3 0 5 4 1 10 7 1 3 0 11 3 1 1 0 5 11 10 20 2 43 0 0 8:UU AM 0 0 0 0 1 1 2 1 0 2 0 3 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 1 1 1 5 1 8 4:15 PM T218 PEDESTRIAN CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL 0 0 0 0 0 7 0 0 7 0 0 0 1 0 1 1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 4 0 1 0 5 2 0 0 0 2 7 0 10 0 17 3 1 2 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 1 2 0 3 0 0 1 0 1 T218 BICYCLE CROSSINGS NS SS ES WS TOTAL 0 1 0 0 1 0 0 0 0 0 0 1 2 1 4 0 0 0 0 0 0 1 1 0 2 0 5 4 1 10 3 1 2 0 6 1 1 1 0 3 4 10 10 2 26 0 0 1 1 2 1 0 1 0 2 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 3 1 5 T218 R C AimTD LLC TURNING MOVEMENT COUNTS W I La Quinta SC3183 ALL HOURS 1�7� ff C?�, 1,641 Washington AM 18 6,479 2,030 4,332 117 TOTAL 86 PM 6,351 2,781 2,775 4,170 1,345 2,739 2,309 685 11,5511993 31 AM TOTAL 60 3,570 14 4,100 FF V Washington (A O N W I La Quinta SC3183 ALL HOURS 1�7� ff C?�, W PEAK HOUR AM 8:00 AM PM 4:15 PM 1,641 Washington AM 18 2,265 5 2,288 3,290 2,775 2,095 PM 42 1,761 9 1,812 4,416 TOTAL 60 4,026 14 4,100 FF Washington 19 W PEAK HOUR AM 8:00 AM PM 4:15 PM 966 Washington AM 101,185 3,421 1,074 2,278 69 TOTAL 3,290 1,358 2,095 701 1,342 52 PM 977 1,478 1,326 373 936 17 AM 1,812 19 Q* W PEAK HOUR AM 8:00 AM PM 4:15 PM m w w w N N N A � ? N N O 00 w - w O D r V V (T W tJl m U) lD 3 s O lD X 3 n S O r A r- m 966 AM 101,185 2 1,197 1,358 PM 32 939 6 977 2,324 Total 42 2,124 8 2,174 IF Washington m w w w N N N A � ? N N O 00 w - w O D r V V (T W tJl m U) lD 3 s O lD X 3 n S O r A r- m INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Washington t NORTH SIDE I I Ave 48 WEST SIIDE EAST SIDE Ave 48 - SOUTH SIDE - Washington PEDESTRIAN + BIKE CROSSINGS DATE: Tue, Nov 9, 21 NOTES: LOCATION: NORTH & SOUTH: EAST & WEST: E SIDE La Quinta Washington Ave 48 TOTAL 0 0 0 b PROJECT #: LOCATION CONTROL: #: Tur SC3183 3 SIGNAL N S V E, 0 0 • Aaa u -r n: o tan r n: 2 3 1 Washington 0 2 Washington 1 0 Ave 48 2 5 WESTBOUND Ave 48 0 1 4 6 U-TURNS 0 2 4 LANES: NL X NT I 3 NR 0 SL 2 ST 3 SR X EL X ET X ER X WL 3 WT X W R 1 TOTAL NB 0 SB 0 EB 0 WB 0 TTL 2 0 7:00 AM 7:15 AM 0 0 279 41 20 153 0 0 0 0 42 0 87 62 0 2 0 0 2 0 1 0 0 1 421 64 22 175 0 0 0 0 53 85 820 7:30 AM 0 443 65 19 177 0 0 0 0 65 89 858 0 1 0 0 1 0 1 0 0 1 7:45 AM 0 364 79 20 226 0 0 0 0 98 87 874 8:00 AM 0 309 100 19 227 0 0 0 0 68 64 787 MO 0 2 0 0 2 0 8:15 AM 0 376 89 21 229 0 0 0 0 75 91 881 0 1 0 0 1 8:30 AM 0 319 73 26 280 0 0 0 0 86 82 866 0 1 0 0 1 8:45 AM 0 388 155 27 279 0 0 0 0 85 51 985 0 2 0 0 2 VOLUMES APPROACH % 0 0% 2,899 81% 666 19% 174 9% 1,746 91% 0 0% 0 0% 0 0% 0 0% 572 47% 0 0% 636 53% 0 11 0 0 11 APP/DEPART 3,565 / 3,546 1,920 / 2,318 0 / 829 1,208 / 0 J6,693 BEGIN PEAK HR 8:00 AM VOLUMES 0 1,392 417 93 1,015 0 0 0 0 314 0 288 APPROACH % 0% 77% 23% 8% 92% 0% 0% 0% 0% 52% 0% 48% PEAK HR FACTOR 0.833 0.905 0.000 0.896 APP/DEPART 1,809 / 1,686 1,108 / 1,329 0 / 504 602 / 0 0 0 3 0 0 3 4:15 PM 0 310 66 74 438 0 0 0 0 106 0 48 1,042 0 3 0 0 3 4:30 PM 0 285 81 53 410 0 0 0 0 115 0 44 988 0 4 0 0 4 4:45 PM 0 280 57 49 377 0 0 0 0 117 0 53 933 0 0 0 0 0 5:00 PM 0 313 84 58 398 0 0 0 0 136 0 42 1,031 0 5 0 0 5 5:15 PM 0 314 73 72 407 0 0 0 0 103 0 69 1,038 0 3 0 1 4 5:30 PM 0 244 67 61 452 0 0 0 0 106 0 45 975 0 1 0 0 1 5:45 PM 0 241 44 60 350 0 0 0 1 0 114 1 0 53 862 0 1 0 0 1 a VOLUMES APPROACH % 0 0% 2,236 81% 540 19% 503 13% 3,247 87% 0 0% 0 0% 0 0% 0 0% 929 69% 0 0% 413 31% 7,868 0 20 0 1 21 APP/DEPART 2,776 / 2,669 3,750 / 4,175 0 / 1,024 1,342 / 0 0 BEGIN PEAK HR 4:15 PM VOLUMES 0 1,188 288 234 1,623 0 0 0 0 474 0 187 3,994 APPROACH % 0% 80% 20% 13% 87% 0% 0% 0% 0% 72% 0% 28% PEAK HR FACTOR 0.929 0.907 0.000 0.928 0.958 APP/DEPART 1,476 / 1,387 1,857 / 2,097 0 / 510 661 / 0 0 Washington t NORTH SIDE I I Ave 48 WEST SIIDE EAST SIDE Ave 48 - SOUTH SIDE - Washington PEDESTRIAN + BIKE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL 0 0 0 b 1 1 1 0 1 0 1 0 0 1 2 3 1 0 0 2 3 1 0 2 2 5 1 0 1 4 6 0 0 2 4 6 1 0 3 1 5 4 0 11 15 30 0 0 0 0 6:UU AM 0 0 0 0 0 0 0 0 3 1 2 0 5 1 0 0 1 0 1- 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 00 0 0 0 0 0 7 2 9 4:15 PM T218 PEDESTRIAN CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 2 0 2 0 0 3 0 3 0 0 8 0 8 3 15 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 0 T218 BICYCLE CROSSINGS NS SS ES j WS TOTAL 0 0 1 0 1 0 0 0 0 0 0 0 1 2 3 1 0 0 2 3 1 0 0 2 3 1 0 1 4 6 0 0 0 4 4 1 0 0 1 2 4 0 3 15 22 0 0 3 2 5 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 6 2 8 T218 00 d > a 00 m a AimTD LLC TURNING MOVEMENT COUNTS La Quinta SC3183 ALL HOURS 1�7� 1� C?�> 2,318 Washington AM 5,670 0 4,993 677 TOTAL 503 PM 6,215 2,669 3,750 0 3,247 1,920 0 1,746 174 AM 6,493 3,546 TOTAL 0 5,135 1,206 6,341 N W N La Quinta SC3183 ALL HOURS 1�7� 1� C?�> PEAK HOUR AM 8:00 AM PM 4:15 PM �� 4 u' m O O N O T T N � W N A W W V co V t11 O O O ? V V 00 00 0 � � a r VE ? 2,318 Washington AM 02,899 2,965 0 666 3,565 3,073 4,175 1,857 PM 0 2,236 540 2,776 6,493 TOTAL 0 5,135 1,206 6,341 AM Washington 19 PEAK HOUR AM 8:00 AM PM 4:15 PM �� 4 u' m O O N O T T N � W N A W W V co V t11 O O O ? V V 00 00 0 � � a r VE ? 1,329 Washington AM 0 2,965 0 2,638 327 TOTAL 3,073 2,097 1,857 0 1,623 234 PM 1,476 1,387 1,108 0 1,015 93 AM 1,686 19 Q* PEAK HOUR AM 8:00 AM PM 4:15 PM �� 4 u' m O O N O T T N � W N A W W V co V t11 O O O ? V V 00 00 0 � � a r VE ? (D A w D m A w 1,329 AM 0 1,392 417 1,809 2,097 PM 0 1,188 288 1,476 3,426 Total 0 2,580 705 3,285 FF Washington (D A w D m A w APPENDIX C - EXISTING CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS HCM 6th Signalized Intersection Summary Troutdale Village 1: Washington Street & Avenue 50 11/23/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 tib 1740 1728 t r ) tt 1768 )) tt 1800 Traffic Volume (veh/h) 45 134 30 116 105 315 21 824 86 150 744 53 Future Volume (veh/h) 45 134 30 116 105 315 21 824 86 150 744 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 452 0.98 1.00 539 0.98 1.00 992 0.98 1.00 1218 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 196 No 791 379 No 706 196 No 693 434 No 734 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 151 34 130 118 354 24 926 97 169 836 60 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 116 734 161 341 539 447 68 1365 143 360 1738 124 Arrive On Green 0.07 0.25 0.25 0.10 0.29 0.29 0.04 0.29 0.29 0.10 0.36 0.36 Sat Flow,vehlh 1781 2885 631 3456 1870 1552 1781 4684 489 3456 4857 347 Grp Volume(v), veh/h 51 91 94 130 118 354 24 672 351 169 585 311 Grp Sat Flow(s),vehlh/In 1781 1777 1740 1728 1870 1552 1781 1702 1768 1728 1702 1800 Q Serve(g_s), s 1.8 2.6 2.7 2.2 3.1 13.4 0.8 11.1 11.2 2.9 8.5 8.6 Cycle Q Clear(g_c), s 1.8 2.6 2.7 2.2 3.1 13.4 0.8 11.1 11.2 2.9 8.5 8.6 Prop In Lane 1.00 0.36 1.00 1.00 1.00 0.28 1.00 0.19 Lane Grp Cap(c), veh/h 116 452 443 341 539 447 68 992 516 360 1218 644 V/C Ratio(X) 0.44 0.20 0.21 0.38 0.22 0.79 0.35 0.68 0.68 0.47 0.48 0.48 Avail Cap(c_a), veh/h 196 808 791 379 851 706 196 1335 693 434 1388 734 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 18.7 18.7 26.9 17.3 20.9 29.9 19.9 20.0 26.9 15.9 15.9 Incr Delay (d2), s/veh 2.6 0.2 0.2 0.7 0.2 3.2 3.1 0.8 1.7 0.9 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.8 0.9 1.0 0.9 1.1 4.4 0.4 3.8 4.1 1.1 2.7 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.3 18.9 19.0 27.6 17.5 24.2 33.0 20.8 21.6 27.8 16.2 16.5 LnGrp LOS C B B C B C C C C C B B Approach Vol, veh/h 236 602 1047 1065 Approach Delay, s/veh 21.6 23.6 21.3 18.1 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.6 22.6 10.3 20.2 6.4 26.8 8.2 22.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 25.0 7.0 29.0 7.0 26.0 7.0 29.0 Max Q Clear Time (g_c+11), s 4.9 13.2 4.2 4.7 2.8 10.6 3.8 15.4 Green Ext Time (p -c), s 0.1 4.7 0.1 0.8 0.0 4.6 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 20.7 HCM 6th LOS C Existing Conditions Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Troutdale Village 2: Washington Street & Eisenhower Drive 11/23/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 1870 0 1797 4 r ) ttt r ) ttt r Traffic Volume (veh/h) 604 1 21 8 2 21 10 1185 2 17 936 373 Future Volume (veh/h) 604 1 21 8 2 21 10 1185 2 17 936 373 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 422 1.00 1.00 0 0.97 1.00 1913 0.97 1.00 1975 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 3355 No 0 1128 No 962 224 No 689 288 No 1107 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 725 0 0 9 2 24 12 1378 2 20 1088 434 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 1206 422 0 116 26 121 38 1913 576 60 1975 957 Arrive On Green 0.23 0.00 0.00 0.08 0.08 0.08 0.02 0.37 0.37 0.03 0.39 0.39 Sat Flow, vehlh 5344 1870 0 1470 327 1533 1781 5106 1537 1781 5106 1548 Grp Volume(v), veh/h 725 0 0 11 0 24 12 1378 2 20 1088 434 Grp Sat Flow(s),vehlh/In 1781 1870 0 1797 0 1533 1781 1702 1537 1781 1702 1548 Q Serve(g_s), s 6.8 0.0 0.0 0.3 0.0 0.8 0.4 12.9 0.0 0.6 9.3 8.4 Cycle Q Clear(g_c), s 6.8 0.0 0.0 0.3 0.0 0.8 0.4 12.9 0.0 0.6 9.3 8.4 Prop In Lane 1.00 0.00 0.82 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1206 422 0 142 0 121 38 1913 576 60 1975 957 V/C Ratio(X) 0.60 0.00 0.00 0.08 0.00 0.20 0.32 0.72 0.00 0.34 0.55 0.45 Avail Cap(c_a), veh/h 3355 1174 0 1128 0 962 224 2290 689 288 2473 1107 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.3 0.0 0.0 23.8 0.0 24.0 26.9 14.9 10.9 26.3 13.3 5.8 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.2 0.0 0.8 4.7 0.9 0.0 3.3 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.3 0.0 0.0 0.1 0.0 0.3 0.2 3.9 0.0 0.3 2.7 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.8 0.0 0.0 24.0 0.0 24.8 31.6 15.8 10.9 29.6 13.6 6.2 LnGrp LOS B A A C A C C B B C B A Approach Vol, veh/h 725 35 1392 1542 Approach Delay, s/veh 19.8 24.6 16.0 11.7 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.9 24.9 16.6 5.2 25.6 8.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 25.0 35.0 7.0 27.0 35.0 Max Q Clear Time (g_c+11), s 2.6 14.9 8.8 2.4 11.3 2.8 Green Ext Time (p -c), s 0.0 5.9 2.7 0.0 7.6 0.1 Intersection Summary HCM 6th Ctrl Delay 15.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. Existing Conditions Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Troutdale Village 3: Washington Street & Avenue 48 11/23/2021 t Movement WBL WBR NBT NBR SBL SBT Lane Configurations 1728 rr tt 1635 )) ttt Traffic Volume (veh/h) 314 288 1392 417 93 1015 Future Volume (veh/h) 314 288 1392 417 93 1015 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1747 0.98 1.00 3469 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No 1558 No 907 473 No Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 353 324 1564 469 104 1140 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 635 512 1997 589 338 3469 Arrive On Green 0.18 0.18 0.51 0.51 0.10 0.68 Sat Flow, vehlh 3456 2790 4060 1147 3456 5274 Grp Volume(v), veh/h 353 324 1365 668 104 1140 Grp Sat Flow(s),vehlh/In 1728 1395 1702 1635 1728 1702 Q Serve(g_s), s 5.4 6.3 19.0 19.7 1.6 5.4 Cycle Q Clear(g_c), s 5.4 6.3 19.0 19.7 1.6 5.4 Prop In Lane 1.00 1.00 0.70 1.00 Lane Grp Cap(c), veh/h 635 512 1747 839 338 3469 V/C Ratio(X) 0.56 0.63 0.78 0.80 0.31 0.33 Avail Cap(c_a), veh/h 1929 1558 1889 907 473 3883 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.7 22.0 11.6 11.7 24.5 3.9 Incr Delay (d2), s/veh 0.8 1.3 2.0 4.7 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.9 1.8 5.2 5.8 0.6 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.4 23.3 13.6 16.4 25.0 3.9 LnGrp LOS C C B B C A Approach Vol, veh/h 677 2033 1244 Approach Delay, s/veh 22.8 14.5 5.7 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.7 34.0 43.7 14.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 32.4 44.4 32.6 Max Q Clear Time (g_c+11), s 3.6 21.7 7.4 8.3 Green Ext Time (p -c), s 0.1 8.3 8.7 2.5 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B Existing Conditions Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Troutdale Village 1: Washington Street & Avenue 50 11/23/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 tib 1780 1728 t r ) tt 1796 )) tt 1821 Traffic Volume (veh/h) 42 115 18 119 91 209 11 702 61 248 990 54 Future Volume (veh/h) 42 115 18 119 91 209 11 702 61 248 990 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 301 0.99 1.00 413 0.99 1.00 885 1.00 1.00 1275 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 249 No 1030 483 No 911 249 No 860 620 No 945 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 44 121 19 125 96 220 12 739 64 261 1042 57 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 114 523 80 398 413 348 38 1245 107 470 1856 101 Arrive On Green 0.06 0.17 0.17 0.12 0.22 0.22 0.02 0.26 0.26 0.14 0.37 0.37 Sat Flow,vehlh 1781 3083 474 3456 1870 1574 1781 4787 412 3456 4955 271 Grp Volume(v), veh/h 44 69 71 125 96 220 12 524 279 261 716 383 Grp Sat Flow(s),vehlh/In 1781 1777 1780 1728 1870 1574 1781 1702 1796 1728 1702 1821 Q Serve(g_s), s 1.2 1.7 1.7 1.7 2.1 6.3 0.3 6.8 6.8 3.5 8.3 8.4 Cycle Q Clear(g_c), s 1.2 1.7 1.7 1.7 2.1 6.3 0.3 6.8 6.8 3.5 8.3 8.4 Prop In Lane 1.00 0.27 1.00 1.00 1.00 0.23 1.00 0.15 Lane Grp Cap(c), veh/h 114 301 302 398 413 348 38 885 467 470 1275 682 V/C Ratio(X) 0.39 0.23 0.24 0.31 0.23 0.63 0.31 0.59 0.60 0.56 0.56 0.56 Avail Cap(c_a), veh/h 249 1028 1030 483 1082 911 249 1630 860 620 1766 945 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.5 18.0 18.0 20.4 16.0 17.7 24.2 16.2 16.2 20.2 12.4 12.4 Incr Delay (d2), s/veh 2.1 0.4 0.4 0.4 0.3 1.9 4.6 0.6 1.2 1.0 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.6 0.6 0.6 0.7 2.0 0.2 2.1 2.3 1.2 2.3 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.6 18.4 18.4 20.8 16.3 19.6 28.7 16.9 17.5 21.3 12.8 13.1 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 184 441 815 1360 Approach Delay, s/veh 19.9 19.2 17.2 14.5 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.8 17.0 9.8 12.5 5.1 22.8 7.2 15.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 24.0 7.0 29.0 7.0 26.0 7.0 29.0 Max Q Clear Time (g_c+11), s 5.5 8.8 3.7 3.7 2.3 10.4 3.2 8.3 Green Ext Time (p -c), s 0.3 4.1 0.1 0.6 0.0 5.8 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 16.4 HCM 6th LOS B Existing Conditions Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Troutdale Village 2: Washington Street & Eisenhower Drive 11/23/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 1870 0 1857 4 r ) ttt r ) ttt r Traffic Volume (veh/h) 510 5 14 1 6 24 32 939 6 52 1342 701 Future Volume (veh/h) 510 5 14 1 6 24 32 939 6 52 1342 701 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 311 1.00 1.00 0 0.98 1.00 2205 0.98 1.00 2311 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 3301 No 0 1147 No 960 220 No 738 220 No 1018 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 549 0 0 1 6 25 33 978 6 54 1398 730 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 888 311 0 13 78 76 89 2205 669 126 2311 980 Arrive On Green 0.17 0.00 0.00 0.05 0.05 0.05 0.05 0.43 0.43 0.07 0.45 0.45 Sat Flow, vehlh 5344 1870 0 265 1592 1555 1781 5106 1549 1781 5106 1583 Grp Volume(v), veh/h 549 0 0 7 0 25 33 978 6 54 1398 730 Grp Sat Flow(s),vehlh/In 1781 1870 0 1857 0 1555 1781 1702 1549 1781 1702 1583 Q Serve(g_s), s 5.4 0.0 0.0 0.2 0.0 0.9 1.0 7.6 0.1 1.6 11.7 18.5 Cycle Q Clear(g_c), s 5.4 0.0 0.0 0.2 0.0 0.9 1.0 7.6 0.1 1.6 11.7 18.5 Prop In Lane 1.00 0.00 0.14 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 888 311 0 91 0 76 89 2205 669 126 2311 980 V/C Ratio(X) 0.62 0.00 0.00 0.08 0.00 0.33 0.37 0.44 0.01 0.43 0.61 0.75 Avail Cap(c_a), veh/h 3301 1155 0 1147 0 960 220 2433 738 220 2433 1018 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.0 0.0 0.0 25.7 0.0 26.0 26.0 11.3 9.2 25.2 11.7 7.6 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.4 0.0 2.5 2.5 0.1 0.0 2.3 0.4 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.0 0.0 0.0 0.1 0.0 0.4 0.4 2.1 0.0 0.7 3.2 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.7 0.0 0.0 26.1 0.0 28.5 28.6 11.5 9.2 27.5 12.1 10.6 LnGrp LOS C A A C A C C B A C B B Approach Vol, veh/h 549 32 1017 2182 Approach Delay, s/veh 22.7 28.0 12.0 12.0 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.0 28.5 13.4 6.8 29.6 6.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 27.0 35.0 7.0 27.0 35.0 Max Q Clear Time (g_c+11), s 3.6 9.6 7.4 3.0 20.5 2.9 Green Ext Time (p -c), s 0.0 5.7 2.0 0.0 5.2 0.1 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. Existing Conditions Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Troutdale Village 3: Washington Street & Avenue 48 11/23/2021 t Movement WBL WBR NBT NBR SBL SBT Lane Configurations 1728 rr tt 1666 )) ttt Traffic Volume (veh/h) 474 187 1188 288 234 1623 Future Volume (veh/h) 474 187 1188 288 234 1623 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1418 0.98 1.00 3206 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No 1421 No 816 474 No Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 494 195 1238 300 244 1691 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 744 601 1701 412 459 3206 Arrive On Green 0.22 0.22 0.42 0.42 0.13 0.63 Sat Flow, vehlh 3456 2790 4250 989 3456 5274 Grp Volume(v), veh/h 494 195 1032 506 244 1691 Grp Sat Flow(s),vehlh/In 1728 1395 1702 1666 1728 1702 Q Serve(g_s), s 6.7 3.0 13.0 13.0 3.4 9.4 Cycle Q Clear(g_c), s 6.7 3.0 13.0 13.0 3.4 9.4 Prop In Lane 1.00 1.00 0.59 1.00 Lane Grp Cap(c), veh/h 744 601 1418 694 459 3206 V/C Ratio(X) 0.66 0.32 0.73 0.73 0.53 0.53 Avail Cap(c_a), veh/h 1760 1421 1667 816 474 3601 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.3 16.9 12.5 12.5 20.6 5.3 Incr Delay (d2), s/veh 1.0 0.3 1.4 2.7 1.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 0.8 3.6 3.8 1.2 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.4 17.2 13.8 15.2 21.7 5.4 LnGrp LOS B B B B C A Approach Vol, veh/h 689 1538 1935 Approach Delay, s/veh 18.7 14.3 7.5 Approach LOS B B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.8 25.3 36.0 15.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 25.0 36.0 26.0 Max Q Clear Time (g_c+11), s 5.4 15.0 11.4 8.7 Green Ext Time (p -c), s 0.1 6.3 12.8 2.3 Intersection Summary HCM 6th Ctrl Delay 11.9 HCM 6th LOS B Existing Conditions Timing Plan: PM Peak APPENDIX D - PROJECT COMPLETION CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS HCM 6th Signalized Intersection Summary Troutdale Village 1: Washington Street & Avenue 50 12/28/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 tib 1741 1728 t r ) tt 1768 )) tt 1800 Traffic Volume (veh/h) 48 143 32 142 122 336 22 861 91 173 775 56 Future Volume (veh/h) 48 143 32 142 122 336 22 861 91 173 775 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 472 0.98 1.00 559 0.98 1.00 998 0.98 1.00 1213 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 187 No 756 362 No 675 187 No 662 414 No 701 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 161 36 160 137 378 25 967 102 194 871 63 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 118 768 167 344 559 464 69 1372 144 352 1729 125 Arrive On Green 0.07 0.27 0.27 0.10 0.30 0.30 0.04 0.29 0.29 0.10 0.36 0.36 Sat Flow,vehlh 1781 2889 629 3456 1870 1553 1781 4680 492 3456 4854 350 Grp Volume(v), veh/h 54 97 100 160 137 378 25 703 366 194 610 324 Grp Sat Flow(s),vehlh/In 1781 1777 1741 1728 1870 1553 1781 1702 1768 1728 1702 1800 Q Serve(g_s), s 1.9 2.8 3.0 2.9 3.7 15.1 0.9 12.3 12.3 3.6 9.4 9.4 Cycle Q Clear(g_c), s 1.9 2.8 3.0 2.9 3.7 15.1 0.9 12.3 12.3 3.6 9.4 9.4 Prop In Lane 1.00 0.36 1.00 1.00 1.00 0.28 1.00 0.19 Lane Grp Cap(c), veh/h 118 472 463 344 559 464 69 998 518 352 1213 641 V/C Ratio(X) 0.46 0.21 0.22 0.47 0.25 0.81 0.36 0.70 0.71 0.55 0.50 0.51 Avail Cap(c_a), veh/h 187 772 756 362 813 675 187 1275 662 414 1326 701 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 19.0 19.1 28.4 17.7 21.7 31.3 21.0 21.0 28.5 16.9 16.9 Incr Delay (d2), s/veh 2.7 0.2 0.2 1.0 0.2 5.0 3.1 1.3 2.5 1.3 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.8 1.0 1.1 1.1 1.4 5.2 0.4 4.3 4.6 1.4 3.1 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.7 19.3 19.3 29.4 17.9 26.7 34.4 22.3 23.5 29.9 17.2 17.5 LnGrp LOS C B B C B C C C C C B B Approach Vol, veh/h 251 675 1094 1128 Approach Delay, s/veh 22.2 25.5 23.0 19.4 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.8 23.6 10.6 21.7 6.6 27.8 8.4 23.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 25.0 7.0 29.0 7.0 26.0 7.0 29.0 Max Q Clear Time (g_c+11), s 5.6 14.3 4.9 5.0 2.9 11.4 3.9 17.1 Green Ext Time (p -c), s 0.1 4.6 0.1 0.9 0.0 4.7 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 22.2 HCM 6th LOS C Project Completion Conditions Synchro 10 Report Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Troutdale Village 2: Washington Street & Eisenhower Drive 12/28/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 1870 0 1801 4 r ) ttt r ) ttt r Traffic Volume (veh/h) 629 2 25 9 3 22 19 1274 3 18 988 389 Future Volume (veh/h) 629 2 25 9 3 22 19 1274 3 18 988 389 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 429 1.00 1.00 0 0.97 1.00 1940 0.97 1.00 1933 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 3198 No 0 1078 No 916 213 No 657 274 No 1078 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 759 0 0 10 3 26 22 1481 3 21 1149 452 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 1226 429 0 114 34 126 64 1940 584 62 1933 950 Arrive On Green 0.23 0.00 0.00 0.08 0.08 0.08 0.04 0.38 0.38 0.03 0.38 0.38 Sat Flow, vehlh 5344 1870 0 1385 416 1531 1781 5106 1537 1781 5106 1548 Grp Volume(v), veh/h 759 0 0 13 0 26 22 1481 3 21 1149 452 Grp Sat Flow(s),vehlh/In 1781 1870 0 1801 0 1531 1781 1702 1537 1781 1702 1548 Q Serve(g_s), s 7.5 0.0 0.0 0.4 0.0 0.9 0.7 14.8 0.1 0.7 10.6 9.5 Cycle Q Clear(g_c), s 7.5 0.0 0.0 0.4 0.0 0.9 0.7 14.8 0.1 0.7 10.6 9.5 Prop In Lane 1.00 0.00 0.77 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1226 429 0 149 0 126 64 1940 584 62 1933 950 V/C Ratio(X) 0.62 0.00 0.00 0.09 0.00 0.21 0.34 0.76 0.01 0.34 0.59 0.48 Avail Cap(c_a), veh/h 3198 1119 0 1078 0 916 213 2182 657 274 2357 1078 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.2 0.0 0.0 24.8 0.0 25.0 27.5 15.8 11.3 27.6 14.6 6.3 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.3 0.0 0.8 3.1 1.5 0.0 3.2 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.6 0.0 0.0 0.2 0.0 0.3 0.3 4.6 0.0 0.3 3.2 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.8 0.0 0.0 25.1 0.0 25.8 30.7 17.3 11.3 30.8 14.9 6.7 LnGrp LOS C A A C A C C B B C B A Approach Vol, veh/h 759 39 1506 1622 Approach Delay, s/veh 20.8 25.6 17.5 12.8 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.0 26.2 17.4 6.1 26.1 8.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 25.0 35.0 7.0 27.0 35.0 Max Q Clear Time (g_c+11), s 2.7 16.8 9.5 2.7 12.6 2.9 Green Ext Time (p -c), s 0.0 5.3 2.9 0.0 7.7 0.1 Intersection Summary HCM 6th Ctrl Delay 16.3 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Project Completion Conditions Synchro 10 Report Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Troutdale Village 3: Washington Street & Avenue 48 12/28/2021 t Movement WBL WBR NBT NBR SBL SBT Lane Configurations 1728 rr tt 1636 )) ttt Traffic Volume (veh/h) 331 300 1478 446 97 1066 Future Volume (veh/h) 331 300 1478 446 97 1066 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1759 0.98 1.00 3473 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No 1500 No 879 457 No Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 337 1661 501 109 1198 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 648 523 2013 592 336 3473 Arrive On Green 0.19 0.19 0.52 0.52 0.10 0.68 Sat Flow, vehlh 3456 2790 4063 1145 3456 5274 Grp Volume(v), veh/h 372 337 1446 716 109 1198 Grp Sat Flow(s),vehlh/In 1728 1395 1702 1636 1728 1702 Q Serve(g_s), s 5.9 6.7 21.6 22.7 1.8 5.9 Cycle Q Clear(g_c), s 5.9 6.7 21.6 22.7 1.8 5.9 Prop In Lane 1.00 1.00 0.70 1.00 Lane Grp Cap(c), veh/h 648 523 1759 845 336 3473 V/C Ratio(X) 0.57 0.64 0.82 0.85 0.32 0.34 Avail Cap(c_a), veh/h 1858 1500 1830 879 457 3759 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.4 22.7 12.3 12.5 25.4 4.0 Incr Delay (d2), s/veh 0.8 1.3 3.1 7.5 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.1 2.0 6.2 7.3 0.7 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.2 24.0 15.3 20.1 26.0 4.1 LnGrp LOS C C B C C A Approach Vol, veh/h 709 2162 1307 Approach Delay, s/veh 23.6 16.9 5.9 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.9 35.2 45.1 15.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 32.5 44.5 32.5 Max Q Clear Time (g_c+11), s 3.8 24.7 7.9 8.7 Green Ext Time (p -c), s 0.1 6.5 9.3 2.6 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Project Completion Conditions Synchro 10 Report Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Troutdale Village 1: Washington Street & Avenue 50 12/28/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 tib 1784 1728 t r ) tt 1791 )) tt 1821 Traffic Volume (veh/h) 48 128 19 137 103 223 12 739 68 309 1030 57 Future Volume (veh/h) 48 128 19 137 103 223 12 739 68 309 1030 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 312 0.99 1.00 417 0.99 1.00 909 1.00 1.00 1283 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 239 No 993 464 No 876 239 No 824 597 No 908 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 135 20 144 108 235 13 778 72 325 1084 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 125 546 79 406 417 351 41 1270 117 460 1866 103 Arrive On Green 0.07 0.18 0.18 0.12 0.22 0.22 0.02 0.27 0.27 0.13 0.38 0.38 Sat Flow, vehlh 1781 3109 452 3456 1870 1574 1781 4757 438 3456 4951 274 Grp Volume(v), veh/h 51 76 79 144 108 235 13 556 294 325 745 399 Grp Sat Flow(s),vehlh/In 1781 1777 1784 1728 1870 1574 1781 1702 1791 1728 1702 1821 Q Serve(g_s), s 1.4 1.9 2.0 2.0 2.5 7.1 0.4 7.5 7.5 4.7 9.1 9.1 Cycle Q Clear(g_c), s 1.4 1.9 2.0 2.0 2.5 7.1 0.4 7.5 7.5 4.7 9.1 9.1 Prop In Lane 1.00 0.25 1.00 1.00 1.00 0.24 1.00 0.15 Lane Grp Cap(c), veh/h 125 312 313 406 417 351 41 909 478 460 1283 686 V/C Ratio(X) 0.41 0.24 0.25 0.35 0.26 0.67 0.32 0.61 0.62 0.71 0.58 0.58 Avail Cap(c_a), veh/h 239 988 993 464 1040 876 239 1567 824 597 1698 908 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.2 18.5 18.5 21.2 16.7 18.5 25.1 16.7 16.8 21.6 13.0 13.0 Incr Delay (d2), s/veh 2.1 0.4 0.4 0.5 0.3 2.2 4.3 0.7 1.3 2.6 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.7 0.7 0.7 0.9 2.3 0.2 2.4 2.6 1.7 2.6 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.3 18.9 19.0 21.7 17.0 20.7 29.4 17.4 18.1 24.3 13.4 13.7 LnGrp LOS C B B C B C C B B C B B Approach Vol, veh/h 206 487 863 1469 Approach Delay, s/veh 20.5 20.2 17.8 15.9 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.9 17.9 10.1 13.2 5.2 23.6 7.7 15.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 24.0 7.0 29.0 7.0 26.0 7.0 29.0 Max Q Clear Time (g_c+11), s 6.7 9.5 4.0 4.0 2.4 11.1 3.4 9.1 Green Ext Time (p -c), s 0.3 4.2 0.1 0.7 0.0 5.9 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 17.4 HCM 6th LOS B Project Completion Synchro 10 Report Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Troutdale Village 2: Washington Street & Eisenhower Drive 12/28/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 1870 0 1850 4 r ) ttt r ) ttt r Traffic Volume (veh/h) 531 6 23 2 7 25 39 1003 7 55 1439 730 Future Volume (veh/h) 531 6 23 2 7 25 39 1003 7 55 1439 730 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 320 1.00 1.00 0 0.98 1.00 2214 0.98 1.00 2285 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 3175 No 0 1099 No 923 212 No 710 212 No 997 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 580 0 0 2 7 26 41 1045 7 57 1499 760 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 914 320 0 21 75 81 103 2214 672 128 2285 980 Arrive On Green 0.17 0.00 0.00 0.05 0.05 0.05 0.06 0.43 0.43 0.07 0.45 0.45 Sat Flow, vehlh 5344 1870 0 411 1439 1554 1781 5106 1549 1781 5106 1583 Grp Volume(v), veh/h 580 0 0 9 0 26 41 1045 7 57 1499 760 Grp Sat Flow(s),vehlh/In 1781 1870 0 1850 0 1554 1781 1702 1549 1781 1702 1583 Q Serve(g_s), s 5.9 0.0 0.0 0.3 0.0 1.0 1.3 8.6 0.2 1.8 13.5 20.7 Cycle Q Clear(g_c), s 5.9 0.0 0.0 0.3 0.0 1.0 1.3 8.6 0.2 1.8 13.5 20.7 Prop In Lane 1.00 0.00 0.22 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 914 320 0 96 0 81 103 2214 672 128 2285 980 V/C Ratio(X) 0.63 0.00 0.00 0.09 0.00 0.32 0.40 0.47 0.01 0.44 0.66 0.78 Avail Cap(c_a), veh/h 3175 1111 0 1099 0 923 212 2340 710 212 2340 997 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.7 0.0 0.0 26.6 0.0 26.9 26.8 11.9 9.5 26.2 12.7 8.2 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.4 0.0 2.3 2.4 0.2 0.0 2.4 0.7 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 0.0 0.0 0.1 0.0 0.4 0.6 2.4 0.0 0.8 3.8 8.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.4 0.0 0.0 27.0 0.0 29.2 29.2 12.0 9.5 28.6 13.4 12.1 LnGrp LOS C A A C A C C B A C B B Approach Vol, veh/h 580 35 1093 2316 Approach Delay, s/veh 23.4 28.7 12.7 13.3 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.2 29.5 14.1 7.4 30.4 7.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 27.0 35.0 7.0 27.0 35.0 Max Q Clear Time (g_c+11), s 3.8 10.6 7.9 3.3 22.7 3.0 Green Ext Time (p -c), s 0.0 6.0 2.1 0.0 3.6 0.1 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Project Completion Synchro 10 Report Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Troutdale Village 3: Washington Street & Avenue 48 12/28/2021 t Movement WBL WBR NBT NBR SBL SBT Lane Configurations 1728 rr tt 1664 )) ttt Traffic Volume (veh/h) 506 195 1254 308 244 1718 Future Volume (veh/h) 506 195 1254 308 244 1718 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1434 0.98 1.00 3194 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No 1369 No 785 456 No Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 527 203 1306 321 254 1790 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 772 624 1714 421 446 3194 Arrive On Green 0.22 0.22 0.42 0.42 0.13 0.63 Sat Flow, vehlh 3456 2790 4238 999 3456 5274 Grp Volume(v), veh/h 527 203 1092 535 254 1790 Grp Sat Flow(s),vehlh/In 1728 1395 1702 1664 1728 1702 Q Serve(g_s), s 7.4 3.2 14.5 14.5 3.7 10.7 Cycle Q Clear(g_c), s 7.4 3.2 14.5 14.5 3.7 10.7 Prop In Lane 1.00 1.00 0.60 1.00 Lane Grp Cap(c), veh/h 772 624 1434 701 446 3194 V/C Ratio(X) 0.68 0.33 0.76 0.76 0.57 0.56 Avail Cap(c_a), veh/h 1695 1369 1606 785 456 3468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.9 17.2 13.1 13.1 21.7 5.7 Incr Delay (d2), s/veh 1.1 0.3 2.0 4.0 1.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.9 4.2 4.5 1.3 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.9 17.5 15.0 17.1 23.3 5.9 LnGrp LOS B B B B C A Approach Vol, veh/h 730 1627 2044 Approach Delay, s/veh 19.3 15.7 8.1 Approach LOS B B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.8 26.3 37.2 15.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 25.0 36.0 26.0 Max Q Clear Time (g_c+11), s 5.7 16.5 12.7 9.4 Green Ext Time (p -c), s 0.1 5.8 13.3 2.4 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Project Completion Synchro 10 Report Timing Plan: PM Peak APPENDIX E - CUMULATIVE PROJECT TRIP DISTRIBUTION ,1fS./' jr im f .i ' �..s 1► Vii► is Y a � g .- :d �.r# �.' T� •�-'�+��r 74'-�y� - i �n6�.'i 3� tkp�rh �twP!hr��y r q r tr y�, yiar -.99'r r i -a14� hr++frrrr,_ s�liNVIRM yr,�Q .s i•'�` Nar rrr� +mib6koo ,� �y� `rMry� r id r 3 YC TitIr ° 'a t F li ai �� �► yy1Y Ar ipi moi.:.i"'#��y 7► r^ ��•�i X l �i!. r lm ,eQ 9411! '!i' ti! ! j r y i� A�'�`" e'' L-!-'�k:,, •..�� �: :�' .fig ��7,a��!'y .. �%P,�h�e�*�i�'�f�:�i �d7 �� F�IeO� '�:•�� .e"i I.,p4� 94 4ti'll" FT44 _w NO e rav nue I Ave I y;4P rY� �� nue�50 e il�. r r tlt s. w'^SII 'fir apt.( ..� tC 31r Ort%Qi'Ilmage+}6P'l�� fir` a• at ' `F' �_ "�'�'JM'�M►A��✓ � -.00, IWIVOIL p 9 UM MAMMON APPENDIX F - CUMULATIVE CONDITIONS PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS HCM 6th Signalized Intersection Summary Troutdale Village 1: Washington Street & Avenue 50 12/28/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 tib 1742 1728 t r ) tt 1769 )) tt 1800 Traffic Volume (veh/h) 48 144 32 146 126 338 22 873 91 177 775 56 Future Volume (veh/h) 48 144 32 146 126 338 22 873 91 177 775 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 474 0.98 1.00 560 0.98 1.00 1002 0.98 1.00 1216 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 186 No 752 360 No 670 186 No 658 411 No 696 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 162 36 164 142 380 25 981 102 199 871 63 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 118 771 167 343 560 465 69 1380 143 351 1734 125 Arrive On Green 0.07 0.27 0.27 0.10 0.30 0.30 0.04 0.29 0.29 0.10 0.36 0.36 Sat Flow,vehlh 1781 2893 626 3456 1870 1553 1781 4687 486 3456 4854 350 Grp Volume(v), veh/h 54 98 100 164 142 380 25 712 371 199 610 324 Grp Sat Flow(s),vehlh/In 1781 1777 1742 1728 1870 1553 1781 1702 1769 1728 1702 1800 Q Serve(g_s), s 2.0 2.9 3.0 3.0 3.9 15.2 0.9 12.5 12.6 3.7 9.4 9.5 Cycle Q Clear(g_c), s 2.0 2.9 3.0 3.0 3.9 15.2 0.9 12.5 12.6 3.7 9.4 9.5 Prop In Lane 1.00 0.36 1.00 1.00 1.00 0.27 1.00 0.19 Lane Grp Cap(c), veh/h 118 474 464 343 560 465 69 1002 521 351 1216 643 V/C Ratio(X) 0.46 0.21 0.22 0.48 0.25 0.82 0.36 0.71 0.71 0.57 0.50 0.50 Avail Cap(c_a), veh/h 186 767 752 360 807 670 186 1266 658 411 1317 696 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 19.1 19.2 28.6 17.8 21.8 31.5 21.1 21.2 28.8 16.9 16.9 Incr Delay (d2), s/veh 2.8 0.2 0.2 1.0 0.2 5.2 3.1 1.4 2.7 1.4 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.9 1.1 1.1 1.2 1.5 5.3 0.4 4.4 4.8 1.4 3.1 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.0 19.3 19.4 29.6 18.1 27.0 34.6 22.5 23.8 30.2 17.2 17.5 LnGrp LOS C B B C B C C C C C B B Approach Vol, veh/h 252 686 1108 1133 Approach Delay, s/veh 22.3 25.8 23.2 19.6 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.8 23.8 10.7 21.9 6.6 28.0 8.4 24.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 25.0 7.0 29.0 7.0 26.0 7.0 29.0 Max Q Clear Time (g_c+11), s 5.7 14.6 5.0 5.0 2.9 11.5 4.0 17.2 Green Ext Time (p -c), s 0.1 4.6 0.1 0.9 0.0 4.7 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 22.4 HCM 6th LOS C Cumulative Conditions Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Troutdale Village 2: Washington Street & Eisenhower Drive 12/28/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 1870 0 1801 4 r ) ttt r ) ttt r Traffic Volume (veh/h) 629 2 26 9 3 22 21 1286 3 18 992 389 Future Volume (veh/h) 629 2 26 9 3 22 21 1286 3 18 992 389 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 429 1.00 1.00 0 0.97 1.00 1946 0.97 1.00 1925 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 3187 No 0 1074 No 913 212 No 655 273 No 1076 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 760 0 0 10 3 26 24 1495 3 21 1153 452 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 1226 429 0 114 34 126 69 1946 586 62 1925 947 Arrive On Green 0.23 0.00 0.00 0.08 0.08 0.08 0.04 0.38 0.38 0.03 0.38 0.38 Sat Flow, vehlh 5344 1870 0 1385 416 1531 1781 5106 1537 1781 5106 1548 Grp Volume(v), veh/h 760 0 0 13 0 26 24 1495 3 21 1153 452 Grp Sat Flow(s),vehlh/In 1781 1870 0 1801 0 1531 1781 1702 1537 1781 1702 1548 Q Serve(g_s), s 7.5 0.0 0.0 0.4 0.0 0.9 0.8 15.0 0.1 0.7 10.7 9.5 Cycle Q Clear(g_c), s 7.5 0.0 0.0 0.4 0.0 0.9 0.8 15.0 0.1 0.7 10.7 9.5 Prop In Lane 1.00 0.00 0.77 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1226 429 0 148 0 126 69 1946 586 62 1925 947 V/C Ratio(X) 0.62 0.00 0.00 0.09 0.00 0.21 0.35 0.77 0.01 0.34 0.60 0.48 Avail Cap(c_a), veh/h 3187 1115 0 1074 0 913 212 2175 655 273 2349 1076 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 0.0 0.0 24.9 0.0 25.1 27.5 15.9 11.3 27.7 14.7 6.4 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.3 0.0 0.8 3.0 1.5 0.0 3.2 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.7 0.0 0.0 0.2 0.0 0.3 0.3 4.7 0.0 0.3 3.2 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.8 0.0 0.0 25.1 0.0 25.9 30.5 17.4 11.3 30.9 15.0 6.8 LnGrp LOS C A A C A C C B B C B A Approach Vol, veh/h 760 39 1522 1626 Approach Delay, s/veh 20.8 25.7 17.6 12.9 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.0 26.4 17.5 6.3 26.1 8.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 25.0 35.0 7.0 27.0 35.0 Max Q Clear Time (g_c+11), s 2.7 17.0 9.5 2.8 12.7 2.9 Green Ext Time (p -c), s 0.0 5.3 2.9 0.0 7.6 0.1 Intersection Summary HCM 6th Ctrl Delay 16.4 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Cumulative Conditions Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Troutdale Village 3: Washington Street & Avenue 48 12/28/2021 t Movement WBL WBR NBT NBR SBL SBT Lane Configurations 1728 rr tt 1635 )) ttt Traffic Volume (veh/h) 332 300 1486 450 97 1068 Future Volume (veh/h) 332 300 1486 450 97 1068 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1761 0.98 1.00 3475 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No 1497 No 877 456 No Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 373 337 1670 506 109 1200 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 648 523 2013 594 336 3475 Arrive On Green 0.19 0.19 0.52 0.52 0.10 0.68 Sat Flow, vehlh 3456 2790 4060 1148 3456 5274 Grp Volume(v), veh/h 373 337 1455 721 109 1200 Grp Sat Flow(s),vehlh/In 1728 1395 1702 1635 1728 1702 Q Serve(g_s), s 6.0 6.8 21.8 23.0 1.8 5.9 Cycle Q Clear(g_c), s 6.0 6.8 21.8 23.0 1.8 5.9 Prop In Lane 1.00 1.00 0.70 1.00 Lane Grp Cap(c), veh/h 648 523 1761 846 336 3475 V/C Ratio(X) 0.58 0.64 0.83 0.85 0.32 0.35 Avail Cap(c_a), veh/h 1854 1497 1826 877 456 3751 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.4 22.7 12.3 12.6 25.5 4.0 Incr Delay (d2), s/veh 0.8 1.3 3.2 7.9 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.1 2.0 6.3 7.4 0.7 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.2 24.1 15.5 20.5 26.1 4.1 LnGrp LOS C C B C C A Approach Vol, veh/h 710 2176 1309 Approach Delay, s/veh 23.6 17.2 5.9 Approach LOS C B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.9 35.3 45.2 15.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 32.5 44.5 32.5 Max Q Clear Time (g_c+11), s 3.8 25.0 7.9 8.8 Green Ext Time (p -c), s 0.1 6.3 9.4 2.6 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B Cumulative Conditions Timing Plan: AM Peak HCM 6th Signalized Intersection Summary Troutdale Village 1: Washington Street & Avenue 50 12/28/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 tib 1786 1728 t r ) tt 1792 )) tt 1821 Traffic Volume (veh/h) 48 132 19 139 105 224 12 746 68 323 1030 57 Future Volume (veh/h) 48 132 19 139 105 224 12 746 68 323 1030 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 312 0.99 1.00 417 0.99 1.00 910 1.00 1.00 1294 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 237 No 983 459 No 867 237 No 816 590 No 898 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 139 20 146 111 236 13 785 72 340 1084 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 124 549 78 405 417 351 41 1272 116 470 1883 104 Arrive On Green 0.07 0.18 0.18 0.12 0.22 0.22 0.02 0.27 0.27 0.14 0.38 0.38 Sat Flow, vehlh 1781 3122 441 3456 1870 1574 1781 4761 434 3456 4951 274 Grp Volume(v), veh/h 51 78 81 146 111 236 13 560 297 340 745 399 Grp Sat Flow(s),vehlh/In 1781 1777 1786 1728 1870 1574 1781 1702 1792 1728 1702 1821 Q Serve(g_s), s 1.4 2.0 2.1 2.1 2.6 7.2 0.4 7.6 7.7 5.0 9.1 9.2 Cycle Q Clear(g_c), s 1.4 2.0 2.1 2.1 2.6 7.2 0.4 7.6 7.7 5.0 9.1 9.2 Prop In Lane 1.00 0.25 1.00 1.00 1.00 0.24 1.00 0.15 Lane Grp Cap(c), veh/h 124 312 314 405 417 351 41 910 479 470 1294 692 V/C Ratio(X) 0.41 0.25 0.26 0.36 0.27 0.67 0.32 0.62 0.62 0.72 0.58 0.58 Avail Cap(c_a), veh/h 237 978 983 459 1029 867 237 1551 816 590 1680 898 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.5 18.7 18.7 21.4 16.9 18.7 25.3 16.9 17.0 21.8 13.0 13.0 Incr Delay (d2), s/veh 2.2 0.4 0.4 0.5 0.3 2.2 4.3 0.7 1.3 3.3 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.7 0.7 0.7 0.9 2.3 0.2 2.4 2.6 1.9 2.6 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.6 19.1 19.2 22.0 17.2 20.9 29.7 17.6 18.3 25.1 13.4 13.7 LnGrp LOS C B B C B C C B B C B B Approach Vol, veh/h 210 493 870 1484 Approach Delay, s/veh 20.7 20.4 18.0 16.1 Approach LOS C C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.2 18.1 10.2 13.3 5.2 24.0 7.7 15.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 9.0 24.0 7.0 29.0 7.0 26.0 7.0 29.0 Max Q Clear Time (g_c+11), s 7.0 9.7 4.1 4.1 2.4 11.2 3.4 9.2 Green Ext Time (p -c), s 0.3 4.3 0.1 0.7 0.0 5.9 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B Cumulative Conditions Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Troutdale Village 2: Washington Street & Eisenhower Drive 12/28/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1781 1870 0 1850 4 r ) ttt r ) ttt r Traffic Volume (veh/h) 531 6 25 2 7 25 40 1010 7 55 1451 730 Future Volume (veh/h) 531 6 25 2 7 25 40 1010 7 55 1451 730 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 320 1.00 1.00 0 0.98 1.00 2216 0.98 1.00 2282 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach 3167 No 0 1096 No 921 211 No 708 211 No 995 Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 582 0 0 2 7 26 42 1052 7 57 1511 760 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 915 320 0 21 74 80 105 2216 672 128 2282 979 Arrive On Green 0.17 0.00 0.00 0.05 0.05 0.05 0.06 0.43 0.43 0.07 0.45 0.45 Sat Flow, vehlh 5344 1870 0 411 1439 1554 1781 5106 1549 1781 5106 1583 Grp Volume(v), veh/h 582 0 0 9 0 26 42 1052 7 57 1511 760 Grp Sat Flow(s),vehlh/In 1781 1870 0 1850 0 1554 1781 1702 1549 1781 1702 1583 Q Serve(g_s), s 6.0 0.0 0.0 0.3 0.0 1.0 1.3 8.7 0.2 1.8 13.7 20.8 Cycle Q Clear(g_c), s 6.0 0.0 0.0 0.3 0.0 1.0 1.3 8.7 0.2 1.8 13.7 20.8 Prop In Lane 1.00 0.00 0.22 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 915 320 0 96 0 80 105 2216 672 128 2282 979 V/C Ratio(X) 0.64 0.00 0.00 0.09 0.00 0.32 0.40 0.47 0.01 0.44 0.66 0.78 Avail Cap(c_a), veh/h 3167 1109 0 1096 0 921 211 2335 708 211 2335 995 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.8 0.0 0.0 26.7 0.0 27.0 26.8 11.9 9.5 26.3 12.8 8.3 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.4 0.0 2.3 2.4 0.2 0.0 2.4 0.7 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 0.0 0.0 0.1 0.0 0.4 0.6 2.5 0.0 0.8 3.9 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.5 0.0 0.0 27.1 0.0 29.3 29.2 12.1 9.5 28.7 13.5 12.1 LnGrp LOS C A A C A C C B A C B B Approach Vol, veh/h 582 35 1101 2328 Approach Delay, s/veh 23.5 28.7 12.7 13.4 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 29.6 14.1 7.5 30.4 7.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 27.0 35.0 7.0 27.0 35.0 Max Q Clear Time (g_c+11), s 3.8 10.7 8.0 3.3 22.8 3.0 Green Ext Time (p -c), s 0.0 6.0 2.1 0.0 3.6 0.1 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Cumulative Conditions Timing Plan: PM Peak HCM 6th Signalized Intersection Summary Troutdale Village 3: Washington Street & Avenue 48 12/28/2021 t Movement WBL WBR NBT NBR SBL SBT Lane Configurations 1728 rr tt 1664 )) ttt Traffic Volume (veh/h) 510 195 1259 310 244 1726 Future Volume (veh/h) 510 195 1259 310 244 1726 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1434 0.98 1.00 3191 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No 1364 No 782 455 No Adj Sat Flow, vehlh/In 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 531 203 1311 323 254 1798 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 776 626 1713 422 444 3191 Arrive On Green 0.22 0.22 0.42 0.42 0.13 0.63 Sat Flow, vehlh 3456 2790 4236 1001 3456 5274 Grp Volume(v), veh/h 531 203 1097 537 254 1798 Grp Sat Flow(s),vehlh/In 1728 1395 1702 1664 1728 1702 Q Serve(g_s), s 7.5 3.2 14.6 14.7 3.7 10.8 Cycle Q Clear(g_c), s 7.5 3.2 14.6 14.7 3.7 10.8 Prop In Lane 1.00 1.00 0.60 1.00 Lane Grp Cap(c), veh/h 776 626 1434 701 444 3191 V/C Ratio(X) 0.68 0.32 0.76 0.77 0.57 0.56 Avail Cap(c_a), veh/h 1690 1364 1600 782 455 3457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.9 17.2 13.1 13.1 21.8 5.8 Incr Delay (d2), s/veh 1.1 0.3 2.0 4.1 1.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.9 4.2 4.6 1.3 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.0 17.5 15.2 17.3 23.4 6.0 LnGrp LOS B B B B C A Approach Vol, veh/h 734 1634 2052 Approach Delay, s/veh 19.3 15.9 8.1 Approach LOS B B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.8 26.4 37.2 15.9 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 7.0 25.0 36.0 26.0 Max Q Clear Time (g_c+11), s 5.7 16.7 12.8 9.5 Green Ext Time (p -c), s 0.1 5.7 13.3 2.5 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B Cumulative Conditions Timing Plan: PM Peak APPENDIX G - TRANSIT ROUTE INFORMATION ROUTE/RUTA IU CITY HALL /AYUNTAMIENTO SCHOOL/ESCUELA © LIBRARY/BIBLIOTECA w SENIOR CENTER / CENTRO PARA (3 w ADULTOS MAYORES z = POST OFFICE / OFICINA POSTAL Q TIMEPOINT/PUNTO DETIEMPO L—> TRANSFER POINT/ PUNTO DE TRANSFERENCIA z J N ry 0' Q COUNTRY CLUB DR HARRIS LN jw BERMUDA DUNES Cn z O PALM DESERT Cn Q FRED WARING DR INDIAN o WELLS MILES AVE HWY 111 AVE 47 CALLE MADRID LA QUINTA N A Effective October 17, 2021 Sun Line Transit Agency • Sun Line.org Efectivo 77 de octubre de 2027 o N D z OR Oz w (3 w m Q z = m O >w N > W O Q z z Lu CALLE TAMPICO Q �m (L1 CALLESINALOA w �5) CALLE MADRID LA QUINTA N A Effective October 17, 2021 Sun Line Transit Agency • Sun Line.org Efectivo 77 de octubre de 2027 6/6R- 0 RUTA 7 NORTHBOUND I HACIA EL NORTE @ ��a a��e� �� ,got•. 0 e@ t` a��e�e�� aat� ar eat ait�yar\ SOUTHBOUND I HACIA EL SUR a cJat\a �att\�ar\� �er`ea� daffy ��\a P P 5:45a 6:08a 6:15a 6:20a 5:10a 5:18a 5:24a 5:39a 7:15a 7:39a 7:45a 7:50a 6:40a 6:49a 6:56a 7:14a 8:45a 9:09a 9:15a 9:20a 8:10a 8:19a 8:26a 8:44a 10:15a 10:39a 10:47a 10:54a 9:40a 9:49a 9:56a 10:14a 11:45a 12:09p 12:17p 12:24p 11:10a 11:19a 11:26a 11:44a 1:15p 1:39p 1:47p 1:54p 12:40p 12:49p 12:56p 1:14p 2:45p 3:09p 3:17p 3:24p 2:10p 2:19p 2:26p 2:44p 4:15p 4:39p 4:47p 4:54p 3:40p 3:49p 3:56p 4:14p 5:45p 6:08p 6:14p 6:19p 5:10p 5:20p 5:27p 5:44p 7:15p 7:38p 7:44p 7:49p 6:40p 6:50p 6:57p 7:14p 8:45p 9:08p 9:15p 9:20p 8:10p 8:18p 8:24p 8:39p - This section is intentionally left blank - Effective October 17, 2021 Sun Line Transit Agency • Sun Line.org Efectivo 77 de octubre de 2027