The URL can be used to link to this page

Apx L_Traffic StudyAppendix L Traffic Study Kimley»Horn TRAFFIC STUDY FOR THE PROPOSED 1515 WALNUT GROVE AVENUE PROJECT IN THE CITY OF ROSEMEAD Prepared by: Kimley-Horn and Associates, Inc. 1100 Town and Country Road, Suite 700 Orange, CA 92868 November 2025 TABLE OF CONTENTS Page INTRODUCTION 1 Purpose and Study Objectives 1 PIOJECE OVETVIEW ...coornireertrerresi rests ss assess sess sess ss sss sass ss RRR EERE RE Een 1 ANALYSIS SCENARIOS AND METHODOLOGY 4 ANALYSIS SCEIATIOS «.v.verrerreeerrereeeesereessseeeesssreseesssseeesss eseess seessss e888 2 R8 EERE EERE ERE EERE 004 SEUAY LOCATIONS 1..vvvversereeresssresssseseessssesessssesesssssese sss sesssssesesss sssessss sesssess esses seesss esas eseses sessss sessssssenssnsessssssnssssssnns4 Intersection Analysis - HCM Methodology 6 PETTOTTIIATICE CITLETTA cue. eeueusereeuseresseeesssseess sree ssssesesssesess sess bets ES R88 E SEES RE EERE RE RE EEE 7 Significance Thresholds 7 EXISTING CONDITIONS ....oooireeeeresssssessssssssessssesssssssssssssssesssss ssssssssssssssss sesssssssesssss sesssess sesssssesssssssssssssssssssssssssssssssssssssns7 Existing Roadway Network 7 EXiStING TTAFIC VOIUIMES ...ooorerrreerisreessisese sss sseesss sess sss ss ssesss sess sss ss ssssss sess sss sss sss sess sss sss sss sess sss sess sss ssssnssssssnns8 Existing Operating Conditions 10 PROJECT TRAFFIC... ieeseeeeetssese sess sss ssssss ses sss sess ssss 5585581588588 8 88888 REE 10 TTIP GENETATION ....overererererestresses reser r sess Ree RE RRR eR neers 10 Trip Distribution and Assignment 10 EXISTING PLUS PROJECT CONDITIONS 14 Peak Hour Intersection Operations 14 OPENING YEAR 2029 CUMULATIVE CONDITIONS 14 Peak Hour Intersection Operations 21 OPENING YEAR 2029 CUMULATIVE PLUS PROJECT CONDITIONS. ......coonrerrmreermeresssmesesssssssessssesesssssees 21 Peak Hour Intersection Operations 21 RECOMMENDED IMPROVEMENTS 21 SITE ACCESS, CIRCULATION, AND LINE OF SIGHT 21 SUMMARY OF FINDINGS AND CONCLUSIONS 26 LIST OF FIGURES Page Figure 1 - Vicinity Map 2 Figure 2 - Project Site Plan 3 Figure 3 - Existing Lane Configuration and Traffic CONtrol........iceeeesesssseeeeesssssseeeeesssees 5 Figure 4 - Existing Traffic Volumes 9 Figure 5 - Trip Distribution and Project-Related Traffic Volumes.........ccconereernnenenns 13 Figure 6 — Existing Plus Project Traffic VOLUMES ......ssnnssssssnsssssssssssssssssssssins 15 Figure 7 - Location of Cumulative Projects 18 Figure 8 - Cumulative Projects Traffic Volumes 19 Figure 9 - Opening Year 2029 Cumulative Traffic VOIUMES .....ccinnriciinnnssssnssssssssnnsiinns 20 Figure 10 - Opening Year 2029 Cumulative Plus Project Traffic Volumes...24 LIST OF TABLES Page Table 1 - Summary of Intersection Operation — Existing Conditions...11 Table 2 — Summary of Project Trip GENEration....... resem essssssessssssesssssssesssssssssssssesssssees 12 Table 3 - Summary of Intersection Operation — Existing Plus Project...16 Table 4 — Summary of Cumulative Projects 17 Table 5 - Summary of Intersection Operation - Opening Year 2029 Cumulative........conernnrerrnnnn23 Table 6 - Summary of Intersection Operation - Opening Year 2029 Cumulative Plus Project............25 APPENDICES Appendix A Approved Scoping Agreement Appendix B Traffic Data Collection Sheets Appendix C Intersection Analysis Worksheets Appendix D Cumulative Project Information TRAFFIC STUDY FOR THE PROPOSED 1515 WALNUT GROVE AVENUE PROJECT IN THE CITY OF ROSEMEAD INTRODUCTION Purpose and Study Objectives This traffic study has been prepared to address the traffic-related effects of the proposed 1515 Walnut Grove Avenue project in the City of Rosemead. This traffic study has been conducted in accordance with the City of Rosemead Transportation Study Guidelinesfor Vehicle Miles Traveled and Level ofService Assessment (November 2024). This report includes a description of existing traffic conditions in the surrounding area, estimated project trip generation and distribution, future traffic growth, and an assessment of the project- related effects on the roadway system. Where necessary, circulation system improvements will be recommended at deficient study locations. Project Overview The project site is located in the south-central portion of the City of Rosemead, in the County of Los Angeles. The project site is located at 1515 Walnut Grove Avenue. The site is shown in its local setting on Figure 1. The site is currently bounded by Walnut Grove Avenue to the east, commercial buildings to the north, single-family housing to the west, and institutional uses to the south. The proposed project will involve demolition of an existing Southern California Edison building and will construct 191 single-family dwelling units. A copy of the project site plan is provided on Figure 2. Vehicular access provisions for the project site would be provided via two full-movement unsignalized driveways along Walnut Grove Avenue. The proposed Opening Year for the project is 2029. The project will be developed in a single project phase. 1515 Walnut Grove Avenue -1- Kimley-Horn and Associates, Inc. Traffic Study November 2025 EM E R S O N PL x[a n ] <ud2[N E ]8 NO T TO SC A L E GA R V E Y AV E =lu 2 2 [4 E )2 z : m Ly m 2 = u = a > 2 <3 o = = [3 = = EE E = = a [= ] % = GR A V E S AV E — Tl RU S H ST WA L M A R T DW Y | z S 5 20 7) © 3 JE : Q Py ) 7, 5 2 R z 8 <C2 34 KS < 47 ) N EL 35 DI S VI E W LN O S $$ 3) 2 by IY N Mo n TE B E L L O yp FI G U R E 1 VI C I N I T Y MA P (Ki m l e y » H o r n NO T TO SC A L E BL D G TO T A L d ud | - fs : ; l. MB R R R E Ik AR E A BL D G AR E A i} -, f, h BL D G UN I T BR E A K D O W N ( S O . F T } CO U N T (S Q . F T ) i 2 | Fo R N N TA N D E M TO W N S Bld g T- 6 3 - 1 - 2 . 1 2 - 3 87 7 8 4 35 , 1 1 2 Bld g T- 8 3 . 1 - 2 . 1 - 2 . 1 . 2 : 3 11 , 4 7 8 8 91 , 8 2 4 | Bld g T- 1 0 3- 1 - 2 - 1 2 - 1 2 - 1 2 - 3 14 , 1 7 8 2 28 , 3 5 6 bb = To t a l 14 15 5 2 9 2 Fl e = | FE=I = n | TA N D E M TO W N S IK — ol | Bl d g R 5 4- 3 2 - 3 4 10 , 1 6 5 2 20 , 3 3 0 8 = E- Bl d g R 6 4- 3 2 - 3 2 4 4 12 , 0 6 2 4 48 , 2 4 8 = — | Bld g R- 7 4- 2 - 3 - 2 - 3 - 1 - 1 12 , 2 6 9 7 85 , 8 8 3 =r To t a l 1 15 4 , 4 6 1 = =F bt | ca r r e r a = JN . Ar [5 ] EN I IN R ou 00 8 ER UN I T BE D - GU E S T PR I V A T E AA A == —- [ i ET rE J UN I T AR E A RO O M GA R A G E SP A C E S OU T D O O R T —= [ A A A A A A A re CO U N T (S Q F T ) CO U N T SP A C E S RE Q D SP A C E ~ [= i A A A A | [= | | TA N D E M TO W N S TY WE = = = = Pa n l 40 11 4 7 2 2 05 69 FE <7 en Be 5 Ef la f ! Pla n 2 40 15 5 3 2 2 as 60 3 I= == o . S— 3 = NN 4 pa n a 28 16 8 9 3 2 as 7m a To 0 V V V V — | 2 an 3 x 0 17 0 1 3 2 05 10 5 pr o s Sn n d h n n n s == \ i V Vl V ee iE Ta n d e m To w n To t a l 10 8 ET b P= = = A —— x [p T =] = |rs | = Fr o hs 3 RO W T O W N S ME S : —% | g Pla n 1(C a r r i a g e ) 14 12 0 4 2 2 0. 5 55 J = AW N } [= & Pa n 2 24 18 9 7 34 1 2 1 83 pb ] \ A A A A bl i =r } Pla n 3 d 26 19 3 3 3 2 a5 64 a El = Pa n d a 19 22 0 1 4 2 05 85 4 VY EF | A A k J A i Po - = Ro w t o w n s To t a l 83 ] = 3 == | g [ TO T A L U N I T S 19 1 | = x V VI V I V == i ! ! - gr a A => PA R K I N G RE FE N VA I | Ga r a g e Sp a c e s Re q u i r e d 38 2 PN = | Gu e s t Sp a c e s Re q u i r e d 10 7 . 5 AM i =< To t a Sp a c e s Re q u i r e d 28 9 . 5 | Ga r a g e Sp a c e s Pr o v i d e d 38 2 1 Gu e s t Sp a c e s Pr o v i d e d 10 9 k To t a l Sp a c e s Pro v i d e d 49 1 Py m = = [= m [F e —— 1 24 ° OP E N SP A C E = _ he = = To t a l Op e n Sp a c e Re q u i r e d (s q . ft . } 76 , 4 0 0 % J = 2 J = Pr i v a t e Op e n Sp a c e Pr o v i d e d (s q . ft . 13 , 1 8 9 TI R E ES = va t e pe n Sp a c e Pro v i d e d (s g . ft. ) = = Pu b l i c Op e n Sp a c e Pr o v i d e d (s q . ft . ) 6,0 3 8 Ba s i n Op e n Sp a c e Pr o v i d e d (s q . ft. ) 5,0 0 0 To > = = To t a l Op e n Sp a c e Pro v i d e d (s q . ft ) 34 , 2 2 7 LL | SIT E DA T A Ov e r a l l Sit e Ar e a (A c r e s ) 9.2 8 , hi Ta t a l Un i t s 19 1 , a Ov e r a l l De n s i t y (U n i t s pe r Ac r e ) 20 5 8 2i 3 or ald Lo b CZ a RT i FI G U R E 2 PR O J E C T SI T E PL A N {Ki m l e y » H o r n ANALYSIS SCENARIOS AND METHODOLOGY Analysis Scenarios In accordance with the City of Rosemead traffic study guidelines, the project will be evaluated in the morning and evening peak hours for the following conditions: e Existing Conditions e Existing Plus Project oe Opening Year 2029 Cumulative e Opening Year 2029 Cumulative Plus Project Study Locations The study locations were established in consultation with City staff through the Scoping Agreement process. A copy of the approved Scoping Agreement is provided in AppendixA. Study Intersections: 1. Walnut Grove Avenue at Rush Street Walnut Grove Avenue at Walmart Driveway Walnut Grove Avenue at Landis View Lane Walnut Grove Avenue at San Gabriel Boulevard JI N N San Gabriel Boulevard at State Route 60 West Freeway On-Ramp D1. Walnut Grove Avenue at North Project Driveway D2. Walnut Grove Avenue at South Project Driveway Existing lane configurations and traffic control at the study intersections are shown on Figure 3. 1515 Walnut Grove Avenue -4- Kimley-Horn and Associates, Inc. Traffic Study November 2025 RUSH ST L WALMART DW PROJECT SITE SN WA L N U T GR O V E AV E 1. Walnut Grove Ave at Rush 2. Walnut Grove Ave at 3. Walnut Grove Ave at 4, Walnut Grove Ave at SanStreet Walmart Dwy Landis View Ln Gabriel Blvd A= -A = | A | | — ~ = A A A= | =| ig = |+ 5. San Gabriel Blvd at SR 60West Fwy On-Ramp D1. Walnut Grove Ave atNorth Project Dwy D2. Walnut Grove Ave atSouth Project Dwy NNTaN FUTURE INTERSECTION FUTUREINTERSECTION FIGURE 3 \. EXISTING LANE CONFIGURATION AND TRAFFIC CONTROL NOT TO SCALE LEGEND: ® = Study Intersection = H =Turn or Through Lane = Signal Kimley»Horn|J Intersection Analysis - HCM Methodology In accordance with the City of Rosemead Guidelines, signalized intersection operation is evaluated using the Intersection Capacity Utilization (ICU) methodology, which provides a comparison of the theoretical hourly vehicular capacity of an intersection to the number of vehicles actually passing through that intersection during a given hour. The ICU calculations assume a per-lane capacity of 1,800 vehicles per hour (vph) with a clearance of 0.1. Intersection analysis for unsignalized intersections is evaluated using the Highway Capacity Manual (HCM) methodology, which returns a delay value, expressed in terms of average seconds of delay per vehicle. Operating conditions for both ICU and HCM methodologies are expressed in terms of “Level of Service” which is also referred to by its acronym, LOS. The ICU calculation returns a volume-to- capacity (V/C) ratio that translates into a corresponding Level of Service, ranging from LOS A, representing uncongested, free-flowing conditions; to LOS F, representing congested, over-capacity conditions. A summary description of each Level of Service and the corresponding volume/ capacity (v/c) ratio or delay is provided on the chart below. LEVEL OF SERVICE DESCRIPTIONS lof Signalized: |Unsignalized: eve o ICU HCM 1 Descriptionervice -V/C Ratio Delay (sec) EXCELLENT. Operations with very low delay and most vehiclesA 0.00 - 0.60 <10 do not stop. B 061-070 | >10and<15 VERY GOOD. Operations with good progression but with some restricted movements. C 071-080 | >15and < 25 GOOD. Operations where a significant number of vehicles are stopping with some backup and light congestion. FAIR. Operations where congestion is noticeable, longer delays D 0.81-090 | >25and=<35 |occur,and many vehicles stop. The proportion of vehicles not stopping declines. POOR. Operations where there is high delay, extensive queueing,E 091-1.00 | >35and<50 Aand poor progression. FAILURE. Operations that are unacceptable to most drivers,F >1. > 50 , . .00 when the arrival rates exceed the capacity of the intersection. LOS = Level of Service; ICU = Intersection Capacity Utilization; HCM = Highway Capacity Manual; V/C = volume-to-capacity Source: Source: Highway Capacity Manual, 7th Edition 1515 Walnut Grove Avenue -6- Kimley-Horn and Associates, Inc. Traffic Study November 2025 Performance Criteria The City of Rosemead Level of Service standard for peak hour intersection operation is Level of Service “D” or better. Significance Thresholds For signalized intersections, the City’s thresholds for volume-to-capacity ratio (V/C) are met if the following is met: eo The project-related increase in V/C is equal to or greater than 0.010 at an intersection that is already operating at LOS E or F, or where the project causes the LOS to go from acceptable (LOS D or better) to unacceptable (LOS E or F) and the increase in V/C is equal to or greater than 0.020. For unsignalized intersections, the City’s thresholds for Level of Service (LOS) are met if both of the following conditions are met: eo The addition of project traffic to an intersection results in the degradation of overall intersection operations from acceptable operations (LOS D or better) to unacceptable operations (LOS E or F). e The project-related increase in traffic contributes 10 percent or more to the total peak hour volume at an intersection that is already operating at LOS E or F. EXISTING CONDITIONS Existing Roadway Network Walnut Grove Avenue is generally a 4-lane divided roadway with a two-way left turn lane (TWLTL) and two lanes in each direction south of Rush Street. The posted speed limit is 45 miles per hour (mph) south of Rush Street and 40 mph north of Rush Street. Sidewalks are provided on both sides of the roadway and on-street parking is not allowed on the roadway. Walnut Grove Avenue is designated as a Minor Arterial in the City of Rosemead General Plan. Rush Street is generally a 4-lane divided roadway with a raised median and two lanes in each direction. The posted speed limit is 40 mph. Sidewalks are provided on both sides of the roadway and on-street parking is allowed west of Walnut Grove Avenue. Rush Street is designated as a Minor Arterial in the City of Rosemead General Plan. Landis View Lane is a 2-lane undivided roadway with one lane in each direction. There is no posted speed limit. Sidewalks are provided on both sides of the roadway and on-street parking is allowed on the roadway. Landis View Lane is a residential street. 1515 Walnut Grove Avenue -7- Kimley-Horn and Associates, Inc. Traffic Study November 2025 San Gabriel Boulevard is generally a 4-lane divided roadway with a raised median and two lanes in each direction. The posted speed limit is 45 mph. Sidewalks are provided on both sides of the roadway and on-street parking is allowed west of Walnut Grove Avenue. San Gabriel Boulevard is designated as a Major Arterial in the City of Rosemead General Plan within the project vicinity. Existing Traffic Volumes Existing morning peak hour and evening peak hour counts were conducted at the study intersections in May 2025 while schools were in session. Existing morning and evening peak hour volumes are presented on Figure 4. Peak hour intersection traffic count worksheets are provided in Appendix B. 1515 Walnut Grove Avenue -8- Kimley-Horn and Associates, Inc. Traffic Study November 2025 WALMART DWY, PROJECT SITE SN RUSH ST I @ WA L N U T GR O V E AV E 1. Walnut Grove Ave at Rush| 2. Walnut Grove Ave at 3. Walnut Grove Ave at 4. Walnut Grove Ave at San FIGURE 4 EXISTING TRAFFIC VOLUMES \. NOT TO SCALE Street Walmart Dwy Landis View Ln Gabriel Blvd +R ow GS 3{Le REN < § LX88 of ~~7/22 8 2 &| 18/10 > 2 8 690/528 G7 | «5/24 e% ¥o BF g4g/a42Jd | -ev63 Ji b\| 24018 JIA 202/262 2 63/188 7 50/23 -A2 16/16—> 1 tr 1 1 mr 826/781— 1 rr82/163 CE-3 17/47 < nT 8/8 ~ NNN/ —™ S€a / ™ NS es / a 1) 83° ] 4]iQ ~ 5. San Gabriel Blvd at SR 60 | D1. Walnut Grove Ave at D2. Walnut Grove Ave atWest Fwy On-Ramp North Project Dwy South Project Dwy FUTURE FUTURE INTERSECTION INTERSECTION LEGEND: ® = Study Intersection XX/YY =AM/PM Peak Hour Turning Movement Volumes Kimley»Horn|J Existing Operating Conditions Intersection Level of Service analysis was conducted for the morning and evening peak hours using the analysis procedures and assumptions described previously in this report. The results are shown on Table 1. Review of this table indicates that all study intersections currently operate at an acceptable Level of Service. Copies of the intersection analysis worksheets are provided in Appendix C. PROJECT TRAFFIC Trip Generation Trip generation estimates are based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) trip rates for Single-Family Attached Housing (ITE Land Use 215). Trip generation rates and the resulting trip generation estimates for the proposed project are summarized on Table 2. Review of this table indicates that the proposed project is forecasted to generate 1,375 daily trips with 91 trips (28 inbound and 63 outbound) during the morning peak hour, and 109 trips (62 inbound and 47 outbound) in the evening peak hour. Trip Distribution and Assignment Project trip distribution assumptions were developed based on the likely origins and destinations of residents of the proposed project. The driveways are full access; however, the trips were distributed in the analysis based on shortest path. Trip distribution assumptions for the proposed project are shown on Figure 5. Trip distribution percentages at each study intersection were applied to the project trip generation to determine the project trips through each study intersection. The resulting project-related peak hour trips are shown on Figure 5, previously mentioned. 1515 Walnut Grove Avenue -10- Kimley-Horn and Associates, Inc. Traffic Study November 2025 TABLE 1 SUMMARY OF INTERSECTION OPERATION EXISTING CONDITIONS ICU Methodology Traffic AM Peak Hour PM Peak Hour Int. # Intersection Control V/C LOS V/C LOS 1 [Walnut Grove Ave at Rush St S 0.414 A 0.522 A 2 [Walnut Grove Ave at Walmart Dwy S 0.329 A 0.486 A 3 [Walnut Grove Ave at Landis View Lane S 0.346 A 0.402 A 4 |Walnut Grove Ave at San Gabriel Blvd S 0.536 A 0.616 B 5 [San Gabriel Blvd at SR 60 West Fwy On-Ramp S 0.601 B 0.745 C HCM Methodology Traffic AM Peak Hour PM Peak Hour Int. # Intersection Control Delay LOS Delay LOS D1 [Walnut Grove Ave at N Project Dwy 8) FUTURE INTERSECTION D2 [Walnut Grove Ave at S Project Dwy uU FUTURE INTERSECTION Intersection Capacity Utilization Level of Service LOS shown in Bold and shaded indicates unacceptable Level of Service. ICU = HCM = Highway Capacity Manual LOS = Intersection operation is expressed in volume-to-capacity (v/c) ratio for signalized intersections. Intersection operation is expressed in average seconds of delay (sec/veh) for unsignalized intersections. 1515 Walnut Grove Avenue Traffic Study -11-Kimley-Horn and Associates, Inc. November 2025 TABLE 2 SUMMARY OF PROJECT TRIP GENERATION PROJECT: 1515 WALNUT GROVE AVENUE Trip Generation Rates 1 ITE AM Peak Hour PM Peak Hour Land Use Code Unit Daily In Out Total In Out Total Single-Family Attached Housing 215 DU 7.200 | 0.149 | 0.331 0.48 | 0.325 | 0.245 0.57 Trip Generation Estimates AM Peak Hour PM Peak Hour Land Use Quantity | Unit Daily In Out Total In Out Total Single-Family Attached Housing 191 DU 1,375 28 63 91 62 47 109 Total Project Trips 1,375 28 63 91 62 47 109 ! Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11™ Edition 1515 Walnut Grove Avenue -12- Kimley-Horn and Associates, Inc. Traffic Study November 2025 257, RUSH ST157 1 NOT TO SCALE (] WALMART DWY~ Ll><CPROJECT > S SITE [@)ocD2) © = -) =z—s I)307% 307%(-] 1. Walnut Grove Ave at Rush| 2. Walnut Grove Ave at 3. Walnut Grove Ave at 4, Walnut Grove Ave at SanStreet Walmart Dwy Landis View Ln Gabriel Blvd 8 N 8 8 ~~I ~ PD) Q| 16/38 i! J \11 j Ir/55 § § 5. San Gabriel Blvd at SR 60 | D1. Walnut Grove Ave at D2. Walnut Grove Ave atWest Fwy On-Ramp North Project Dwy South Project Dwy N]No 25/18 A N 38/28 — |B~~2 ( LEGEND: ) FIGURE 5 TRIP DISTRIBUTION AND PROJECT-RELATED TRAFFIC VOLUMES ® = Study Intersection XX% =Trip Distribution Percentage XX/YY =AM/PM Peak Hour Turning Movement \_ Volumes yy -13-Kimley»Horn — EXISTING PLUS PROJECT CONDITIONS The Existing Plus Project analysis scenario is a hypothetical scenario that assumes completion of the project and full absorption of the project traffic on the surrounding street network at the current time, with no other changes in traffic conditions. The project-related peak hour trips were added to the existing peak hour volumes to evaluate Existing Plus Project conditions. The resulting traffic volumes are shown on Figure 6. Peak Hour Intersection Operations Intersection LOS results for Existing Plus Project conditions are summarized on Table 3. Review of this table shows that, with the addition of project traffic, all study intersections will continue to operate at an acceptable Level of Service. Intersection analysis worksheets are provided in Appendix C. OPENING YEAR 2029 CUMULATIVE CONDITIONS The project Opening Year is anticipated to be 2029. Opening Year 2029 Cumulative traffic forecasts have been developed by adding a total ambient growth factor of 1.0136, to existing traffic volumes per the Los Angeles County Congestion Management Plan (CMP). In addition to ambient growth, traffic from Cumulative Projects in the project vicinity were added to the Opening Year forecasts to develop Opening Year 2029 Cumulative conditions. Cumulative Projects consist of any project that has been approved and is not yet occupied, and projects that are in various stages of the application and approval process but have not yet been approved. Information regarding Cumulative Projects in the area was obtained from the City of Rosemead Planning Department website. A summary of the Cumulative Projects, including the associated trip generation is provided on Table 4. The trip generation estimates for the Cumulative Projects were obtained from approved traffic studies, where available; or were developed by Kimley-Horn if approved traffic studies were not available. The locations of the Cumulative Projects are shown on Figure 7. Trip distribution and assignment for the Cumulative Projects were obtained from approved traffic studies, where available; or were developed by Kimley-Horn if approved traffic studies were not available. Traffic volumes associated with the Cumulative Projects were compiled for each of the study intersections and are shown on Figure 8. The Cumulative Projects traffic volumes were added to the Opening Year 2029 traffic volumes. The resulting traffic volumes for Opening Year 2029 Cumulative are shown on Figure 9. Project information and trip distribution assumptions for Cumulative Projects are provided in Appendix D. 1515 Walnut Grove Avenue -14- Kimley-Horn and Associates, Inc. Traffic Study November 2025 RUSH ST 1 WALMART bWY~> Ll><PROJECT w SITE bY 3 D2 5 = | pd|<C2 $4IY sp,& 847 LANDIS VIEW LN FIGURE 6 EXISTING PLUS PROJECT TRAFFIC VOLUMES NOT TO SCALE 1. Walnut Grove Ave at Rush| 2. Walnut Grove Ave at 3. Walnut Grove Ave at | 4. Walnut Grove Ave at SanStreet Walmart Dwy Landis View Ln Gabriel Blvd 32, 2 g gNSN = No = ~N58 ol ™~7/22 oN RR <|[®18/10 3%% 706/656 TY | ess TY Te © NT |848/842Jd | eves Ji \| 24018 JI 202/262 A 63/188 A 50/23 Ai 1 FO Ag | =maRldaq = © Q2— Se N Ad es SN |mM wo ©cQ° 8 20 [+] ~ 5. San Gabriel Blvd at SR 60 | D1. Walnut Grove Ave at D2. Walnut Grove Ave atWest Fwy On-Ramp North Project Dwy South Project Dwy 2 =«+ © 0{LR INJ { 25/19 A N ! 38/28 —, |8 !< Pdg “8 LEGEND: ® = Study Intersection XX/YY =AM/PM Peak Hour Turning Movement Volumes -15-Kimley»Horn|J TA B L E 3 SU M M A R Y OF IN T E R S E C T I O N OP E R A T I O N EX I S T I N G PL U S PR O J E C T IC U Me t h o d o l o g y AM Pe a k Ho u r PM Pe a k Ho u r Wi t h o u t Pr o j e c t | Wi t h Pr o j e c t | Ch a n g e i n | Pr o j e c t | wi t h o u t Pr o j e c t | Wi t h Pr o j e c t |C h a n g e i n | Pr o j e c t : Re l a t e d Re l a t e d In t . # In t e r s e c t i o n v/ C LO S v/ C LO S v/ C Ef f e c t v/ C LO S v/ C LO S v/ C Ef f e c t 1 Wa l n u t Gr o v e Av e at Ru s h St 0. 4 1 4 A 0. 4 1 8 A 0. 0 0 4 No 0. 5 2 2 A 0. 5 3 1 A 0. 0 0 9 No 2 Wa l n u t Gr o v e Av e at Wa l m a r t Dw y 0. 3 2 9 A 0. 3 3 6 A 0. 0 0 7 No 0. 4 8 6 A 0. 4 9 3 A 0. 0 0 7 No 3 Wa l n u t Gr o v e Av e at La n d i s Vi e w La n e 0. 3 4 6 A 0. 3 5 1 A 0. 0 0 5 No 0. 4 0 2 A 0. 4 1 1 A 0. 0 0 9 No 4 Wa l n u t Gr o v e Av e at Sa n Ga b r i e l Bl v d 0. 5 3 6 A 0. 5 4 8 A 0. 0 1 2 No 0. 6 1 6 B 0. 6 2 4 B 0. 0 0 8 No 5 Sa n Ga b r i e l Bl v d at SR 60 We s t Fw y On - R a m p | 0. 6 0 1 B 0. 6 0 9 B 0. 0 0 8 No 0. 7 4 5 C 0. 7 5 5 C 0. 0 1 0 No HC M Me t h o d o l o g y AM Pe a k Ho u r PM Pe a k Ho u r wi t h o u t Pr o j e c t | Wi t h Pr o j e c t | Ch a n g e i n | PT o j e c t - | wi t h o u t Pr o j e c t | Wi t h Pr o j e c t |C h a n g e i n | Pr o j e c t : Re l a t e d Re l a t e d In t . # In t e r s e c t i o n De l a y LO S De l a y LO S De l a y Ef f e c t De l a y LO S De l a y LO S De l a y Ef f e c t D1 Wa l n u t Gr o v e Av e at N Pr o j e c t Dw y -- - 13 . 7 B -- No -- -- 18 . 0 B -- No D2 Wa l n u t Gr o v e Av e at S Pr o j e c t Dw y -- - 9. 8 A - No -- -- 11 . 6 B -- No LO S sh o w n in Bo l d an d sh a d e d in d i c a t e s un a c c e p t a b l e Le v e l of Se r v i c e . IC U = In t e r s e c t i o n Ca p a c i t y Ut i l i z a t i o n HC M = Hi g h w a y Ca p a c i t y Ma n u a l LO S = Le v e l of Se r v i c e In t e r s e c t i o n op e r a t i o n is ex p r e s s e d in vo l u m e - t o - c a p a c i t y (v / c ) ra t i o fo r si g n a l i z e d in t e r s e c t i o n s . In t e r s e c t i o n op e r a t i o n is ex p r e s s e d in av e r a g e se c o n d s of de l a y (s e c / v e h ) ra t i o fo r un s i g n a l i z e d in t e r s e c t i o n s . 15 1 5 Wa l n u t Gr o v e Av e n u e -1 6 - Ki m l e y - H o r n an d As s o c i a t e s , In c . Tr a f f i c St u d y No v e m b e r 20 2 5 TA B L E 4 SU M M A R Y OF CU M U L A T I V E PR O J E C T S Tr i p Ge n e r a t i o n Es t i m a t e s AM Pe a k Ho u r PM Pe a k Ho u r Pr o j e c t # Lo c a t i o n La n d Us e Qu a n t i t y | Un i t | Da i l y In Ou t | To t a l In Ou t | To t a l Mu l t i f a m i l y Ho u s i n g (M i d - R i s e ) 92 DU 41 8 8 26 34 22 14 36 1 78 0 1 - 7 8 2 5 Ga r v e y Av e n u e St r i p Re t a i l Pl a z a (< 4 0 k ) 35 . 5 4 8 | KS F | 1, 9 3 6 50 34 84 11 7 11 7 23 4 Mu l t i f a m i l y Ho u s i n g (M i d - R i s e ) 93 DU 42 2 8 27 35 22 14 36 2 St r a t h m o r e an d Ga r v e y Mi x e d - U s e Ge n e r a l Of f i c e Bu i l d i n g 12 . 8 0 1 KS F 13 9 17 2 19 3 15 18 St r i p Re t a i l Pl a z a (< 4 0 k ) 6. 0 4 0 KS F 32 9 9 6 15 20 20 40 Mu l t i f a m i l y Ho u s i n g (M i d - R i s e ) 10 9 DU 49 5 9 31 40 26 17 43 3 80 0 2 Ga r v e y Av e n u e St r i p Re t a i l Pl a z a (< 4 0 k ) 11 . 5 4 2 KS F 62 8 16 11 27 38 38 76 Mu l t i f a m i l y Ho u s i n g (M i d - R i s e ) 16 0 DU 72 6 14 46 60 38 24 62 4 30 3 5 Sa n Ga b r i e l Bl v d Sh o p p i n g Pl a z a (4 0 - 1 5 0 k ) 73 . 7 5 0 KS F | 6, 9 6 9 | 16 1 99 26 0 32 0 34 6 66 6 Mu l t i f a m i l y Ho u s i n g (M i d - R i s e ) 42 DU 19 1 4 12 16 10 6 16 5 30 0 1 Wa l n u t Gr o v e Av e n u e St r i p Re t a i l Pl a z a (< 4 0 k ) 17 . 3 9 4 | KS F 94 7 25 16 41 57 57 11 4 6 25 6 2 Ri v e r Av e n u e Wa r e h o u s i n g 35 . 5 9 6 KS F 61 5 1 6 2 5 7 7 50 0 Mo n t e b e l l o Bo u l e v a r d Ho t e l 19 9 Ro o m | 1, 5 9 0 51 40 91 60 58 11 8 To t a l Pr o j e c t Tr i p s 14 , 8 5 1 ] 37 7 35 1 72 8 73 5 73 1 | 1, 4 6 6 KS F = Th o u s a n d Sq u a r e Fe e t , DU = Dw e l l i n g Un i t s 15 1 5 Wa l n u t Gr o v e Av e n u e -1 7 - Ki m l e y - H o r n an d As s o c i a t e s , In c . Tr a f f i c St u d y No v e m b e r 20 2 5 ( NOT TO SCALE EMERSON PL RO S E M E A D PL 8 / ST R A T H M O R E AV E KE L B U R N AV E © ® GARVEY AVE NE W AV E DE L MA R AV E @ RI V E R AV E GRAVES AVE D—— RUSH ST WALMART DWY| 7fyi Op #4 WA L N U T GR O V E AV E xX4 G,sre, z { Zo) £ @$oS E DIS VIEW LN $$ Ss<g LEGEND: FIGURE 7 § ® a. LOCATION OF CUMULATIVE PROJECTS ~ Kimley»Horn }——-18- RUSH ST 1 WALMART DWY~ PROJECT SITE D1 D2 54 G { Wp WA L N U T GR O V E AV E LANDIS VIEW LN NOT TO SCALE FIGURE 8 CUMULATIVE PROJECTS TRAFFIC VOLUMES 1. Walnut Grove Ave at Rush| 2. Walnut Grove Ave at 3. Walnut Grove Ave at | 4. Walnut Grove Ave at SanStreet Walmart Dwy Landis View Ln Gabriel Blvd 2 8 S SX 2 > >| R~a3/68Le} [2] [2] LedJ ) \ ] ! ]S S ASm [2] Mmm Mm m 5. San Gabriel Blvd at SR 60 | D1. Walnut Grove Ave at D2. Walnut Grove Ave atWest Fwy On-Ramp North Project Dwy South Project Dwy I~ [ngL L{ { ] JA {m mLr] Mm LEGEND: ® = Study Intersection XX/YY =AM/PM Peak Hour Turning Movement Volumes -19-Kimley»Horn|J RUSH ST PROJECT SITE 1 WALMART DWY~ D1 D2 WA L N U T GR O V E AV E 1. Walnut Grove Ave at Rush 2. Walnut Grove Ave at 3. Walnut Grove Ave at 4, Walnut Grove Ave at SanStreet Walmart Dwy Landis View Ln Gabriel Blvd ~ [=] © [2]=n Po + =LR IR La 538 of ™~7/22 8 2 |™~18/10 8 9 N~732/705NYNe5/04 & Ta 0 ~~ «860/853J | eres Jd I \| 24018 Js 205/266 —7 64/191 — 51/23tose (1 0 ad 10 was) LL83/165 — 838 17/48 — |] & 8/8 (SSYe) ~S pdhR=] [4© 2 -— [5 ~ 5. San Gabriel Blvd at SR 60West Fwy On-Ramp D1. Walnut Grove Ave atNorth Project Dwy D2. Walnut Grove Ave atSouth Project Dwy <— 45 4 / 8 8 8 <— 45 4 / 8 8 8 72 0 / 6 3 6 —> 72 0 / 6 3 6 —> FIGURE 9 OPENING YEAR 2029 CUMULATIVE TRAFFIC VOLUMES NOT TO SCALE LEGEND: ® = Study Intersection XX/YY =AM/PM Peak Hour Turning Movement Volumes -20-Kimley»Horn|J Peak Hour Intersection Operations Intersection LOS results for Opening Year 2029 Cumulative conditions are summarized on Table 5. Review of this table shows that, with the addition of ambient growth and Cumulative Project traffic, all study intersections would continue to operate at an acceptable Level of Service. Intersection analysis worksheets are provided in Appendix C. OPENING YEAR 2029 CUMULATIVE PLUS PROJECT CONDITIONS Project-related traffic volumes were added to the Opening Year 2029 Cumulative volumes to develop Opening Year 2029 Cumulative Plus Project volumes. The resulting traffic volumes are shown on Figure 10. Peak Hour Intersection Operations Intersection LOS results for Opening Year 2029 Cumulative Plus Project conditions are summarized on Table 6. Review of this table shows that, with the addition of project traffic, all study intersections would continue to operate at an acceptable Level of Service. Intersection analysis worksheets are provided in Appendix C. RECOMMENDED IMPROVEMENTS Based on the significance criteria presented earlier in the report (page 7), the project would not have a significant project-related effect at any of the study intersections. No improvements are required for any of the study intersections. SITE ACCESS, CIRCULATION, AND LINE OF SIGHT Vehicular access to the site will be provided by two full movement unsignalized driveways on Walnut Grove Avenue. The internal driveway aisles are designed to accommodate the turning radii required by fire trucks, which are the most restrictive design vehicles expected on site. Therefore, the aisle can also accommodate loading trucks, which require a smaller turning radii. Such trucks will utilize the area adjacent to the garages to park while loading and unloading. The dual driveway configuration will help dissipate traffic flow, reducing the likelihood of bottlenecks during peak hours. The gates at the driveways are designed to swing away from vehicles, ensuring that entry and exit movements are unobstructed. During peak hours, the gates, which take approximately 30 seconds to open and 30 seconds to close, can be assumed to operate up to 60 cycles per hour. Each driveway entrance and exit is sufficiently wide to accommodate two lanes, enabling simultaneous right and left turns without impeding traffic flow. The available queuing space for each lane is 87 feet at the north driveway and 90 feet at the south driveway, which accommodates up to 3 1515 Walnut Grove Avenue -21- Kimley-Horn and Associates, Inc. Traffic Study November 2025 cars per lane (assuming a car length of 25 feet). This configuration allows each driveway entrance and exit to accommodate up to 6 vehicles. With two driveways, the combined queuing space for the site entrances and exits can accommodate up to 12 cars entering and 12 cars exiting the site, which is sufficient to handle the anticipated peak hour volumes. It should be noted that for vehicles entering the site, residents will be equipped with transponders that automatically open the gates, thus minimizing wait times and ensuring a smooth entry process. Additionally, during busy periods when multiple cars are entering or exiting the site, the gates will remain open, allowing more than one car to enter or exit without the need to close after each vehicle. The proposed driveways are located along a straight street with no curves or bends that might impede visibility. While the existing driveway is adjacent to a wall at the south side of the site that obstructs visibility, the proposed driveways will be located north of the existing driveway, away from the wall. There are no existing landscaping features along the section of Walnut Grove Avenue where the proposed driveways are located that would impact line of sight. Any proposed foliage would be designed to ensure line of sight is maintained for vehicles to exit the site safely. Thus, line of sight issues are not anticipated for the site. 1515 Walnut Grove Avenue -22- Kimley-Horn and Associates, Inc. Traffic Study November 2025 TABLE 5 SUMMARY OF INTERSECTION OPERATION OPENING YEAR 2029 CUMULATIVE ICU Methodology Traffic AM Peak Hour PM Peak Hour Int. # Intersection Control V/C LOS V/C LOS 1 [Walnut Grove Ave at Rush St S 0.428 A 0.548 A 2 [Walnut Grove Ave at Walmart Dwy S 0.341 A 0.511 A 3 |Walnut Grove Ave at Landis View Lane S 0.359 A 0.428 A 4 |Walnut Grove Ave at San Gabriel Blvd S 0.552 A 0.643 B 5 [San Gabriel Blvd at SR 60 West Fwy On-Ramp S 0.618 B 0.774 C HCM Methodology Traffic AM Peak Hour PM Peak Hour Int. # Intersection Control Delay LOS Delay LOS D1 [Walnut Grove Ave at N Project Dwy 8) FUTURE INTERSECTION D2 [Walnut Grove Ave at S Project Dwy uU FUTURE INTERSECTION Intersection Capacity Utilization Level of Service LOS shown in Bold and shaded indicates unacceptable Level of Service. ICU = HCM = Highway Capacity Manual LOS = Intersection operation is expressed in volume-to-capacity (v/c) ratio for signalized intersections. Intersection operation is expressed in average seconds of delay (sec/veh) for unsignalized intersections. 1515 Walnut Grove Avenue Traffic Study -23-Kimley-Horn and Associates, Inc. November 2025 RUSH ST 1 WALMART DWY~ PROJECT SITE D1 D2 WA L N U T GR O V E AV E LANDIS VIEW LN 1. Walnut Grove Ave at Rush 2. Walnut Grove Ave at 3. Walnut Grove Ave at 4, Walnut Grove Ave at SanStreet Walmart Dwy Landis View Ln Gabriel Blvd ~a ~ + -= © ~ @ ~ ¥RNY Ig La 5.237 of ~7/22 Sw + |™~18/10 D8 I ™~748/743NYNe5/0 & Da ov ¢860/853J | e764 J b \|,—2418 JIA A A Ampm r | oN ir | Ean 88/174 — c88 17/48 — |Z 12 32 Hy ag 2]SS IRE IN al hc© ~ [=] A +] WN- oN [+]© ~ ~ 5. San Gabriel Blvd at SR 60West Fwy On-Ramp D1. Walnut Grove Ave atNorth Project Dwy D2. Walnut Grove Ave atSouth Project Dwy 2 2 J J 25/18 -~ 1 N 1 «Q @® © N [N FIGURE 10 OPENING YEAR 2029 CUMULATIVE PLUS PROJECT TRAFFIC VOLUMES NOT TO SCALE LEGEND: ® = Study Intersection XX/YY =AM/PM Peak Hour Turning Movement Volumes Kimley»Horn|J -23- TA B L E 6 SU M M A R Y OF IN T E R S E C T I O N OP E R A T I O N OP E N I N G YE A R 20 2 9 CU M U L A T I V E PL U S PR O J E C T IC U Me t h o d o l o g y AM Pe a k Ho u r PM Pe a k Ho u r Wi t h o u t Pr o j e c t | Wi t h Pr o j e c t | Ch a n g e in | Pr o j e c t - | wi t h o u t Pr o j e c t | Wi t h Pr o j e c t | Ch a n g e in | Pr o j e c t Re l a t e d Re l a t e d In t . # In t e r s e c t i o n v/ C LO S v/ C LO S v/ C Ef f e c t v/ C LO S v/ C LO S v/ C Ef f e c t 1 Wa l n u t Gr o v e Av e at Ru s h St 0. 4 2 8 A 0. 4 3 3 A 0. 0 0 5 No 0. 5 4 8 A 0. 5 5 6 A 0. 0 0 8 No 2 Wa l n u t Gr o v e Av e at Wa l m a r t Dw y 0. 3 4 1 A 0. 3 4 9 A 0. 0 0 8 No 0. 5 1 1 A 0. 5 1 8 A 0. 0 0 7 No 3 Wa l n u t Gr o v e Av e at La n d i s Vi e w La n e 0. 3 5 9 A 0. 3 6 4 A 0. 0 0 5 No 0. 4 2 8 A 0. 4 3 8 A 0. 0 1 0 No 4 Wa l n u t Gr o v e Av e at Sa n Ga b r i e l Bl v d 0. 5 5 2 A 0. 5 6 3 A 0. 0 1 1 No 0. 6 4 3 B 0. 6 5 1 B 0. 0 0 8 No 5 Sa n Ga b r i e l Bl v d at SR 60 We s t Fw y On - R a m p 0. 6 1 8 B 0. 6 2 6 B 0. 0 0 8 No 0. 7 7 4 C 0. 7 8 4 C 0. 0 1 0 No HC M Me t h o d o l o g y AM Pe a k Ho u r PM Pe a k Ho u r Wi t h o u t Pr o j e c t wi t h Pr o j e c t | Ch a n g e in | Pr o j e c t - | wi t h o u t Pr o j e c t Wi t h Pr o j e c t | Ch a n g e in | Pr o j e c t - Re l a t e d Re l a t e d In t . # In t e r s e c t i o n De l a y LO S De l a y LO S De l a y Ef f e c t De l a y LO S De l a y LO S De l a y Ef f e c t D1 Wa l n u t Gr o v e Av e at N Pr o j e c t Dw y - -- 14 . 2 B -- No -- -- 19 . 6 B -- No D2 Wa l n u t Gr o v e Av e at S Pr o j e c t Dw y -- -- 10 . 0 A - No -- -- 12 . 0 B -- No LO S sh o w n in Bo l d an d sh a d e d in d i c a t e s un a c c e p t a b l e Le v e l of Se r v i c e . IC U = In t e r s e c t i o n Ca p a c i t y Ut i l i z a t i o n HC M = Hi g h w a y Ca p a c i t y Ma n u a l LO S = Le v e l of Se r v i c e In t e r s e c t i o n op e r a t i o n is ex p r e s s e d in vo l u m e - t o - c a p a c i t y (v / c ) ra t i o fo r si g n a l i z e d in t e r s e c t i o n s . In t e r s e c t i o n op e r a t i o n is ex p r e s s e d in av e r a g e se c o n d s of de l a y (s e c / v e h ) ra t i o fo r un s i g n a l i z e d in t e r s e c t i o n s . 15 1 5 Wa l n u t Gr o v e Av e n u e -2 5 - Ki m l e y - H o r n an d As s o c i a t e s , In c . Tr a f f i c St u d y No v e m b e r 20 2 5 SUMMARY OF FINDINGS AND CONCLUSIONS e The project site is located at 1515 Walnut Grove Avenue in the south-central portion of the City of Rosemead, in the County of Los Angeles. e The proposed project will involve demolition of an existing Edison building and the construction of 191 single-family dwelling units. e Vehicular access provisions for the project site would be provided via ambient oe Full-movement unsignalized driveways along Walnut Grove Avenue. The combined queuing space for the proposed driveways can accommodate up to 12 cars entering and 12 cars exiting the site, which is sufficient to handle the peak hour volumes. ¢ Under Existing Conditions, all study intersections currently operate at an acceptable Level of Service. eo The proposed project would generate 1,375 trips per day, with 91 trips during the morning peak hour and 109 trips during the evening peak hour. e Under Existing Plus Project conditions, all study intersections would continue to operate at an acceptable Level of Service. e Under Opening Year 2029 Cumulative conditions, all study intersections would continue to operate at an acceptable Level of Service. e Under Opening year 2029 Cumulative Plus Project conditions, all study intersections would continue to operate at an acceptable Level of Service. e Based on the significance criteria presented earlier in the report, the project would not have a project-related effect at any of the study intersections. No improvements are required for any of the study intersections. 1515 Walnut Grove Avenue -26- Kimley-Horn and Associates, Inc. Traffic Study November 2025 APPENDIX A APPROVED SCOPING AGREEMENT Kimley»Horn Page 1 of 10 To: City of Rosemead Public Works Department 8838 East Valley Boulevard Rosemead, CA 91770 Romany B rfl by Romany From: Ryan Calad, PE, TE Carla Aboud, PE Kimley-Horn and Associates, Inc. May 13, 2025 Subject: Traffic Scoping Letter Agreement for the Proposed Residential Development at 1515 Walnut Grove Avenue in the City of Rosemead To Whom it May Concern: Kimley-Horn and Associates, Inc. is submitting this Traffic Scoping Letter Agreement to the City of Rosemead for the proposed residential development located at 1515 Walnut Grove Avenue in the City of Rosemead. This scope of work is based on a review of the City of Rosemead Transportation Study Guidelines (November 2024). PROJECT DESCRIPTION The project site is located at 1515 Walnut Grove Avenue. The proposed project will demolish an existing Edison building and will construct 191 single-family dwelling units. The project, in its local setting, is shown on Figure 1. The project site plan is shown on Figure 2. The proposed project is bounded by Walnut Grove Avenue to the East, commercial buildings to the North, single-family housing to the West, and institutional uses to the South. Access to the project would be provided by two driveways along Walnut Grove Avenue. TRIP GENERATION ASSESSMENT A trip generation calculation has been conducted for the proposed site characteristics. The trips expected to be generated by the project were calculated using trip generation rates published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11" Edition (2023) for Single- Family Attached Housing (Land Use 215). As the existing portion of the site is a vacant building, no existing trip credits were taken. It is estimated that the proposed project would generate approximately 1,375 trips per day, with 91 trips (28 inbound and 63 outbound) in the morning peak hour, and 109 trips (62 inbound and 47 outbound) in the evening peak hour. The ITE trip generation rates and resulting trip generation for the proposed conditions are summarized on Table 1. kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 2 of 10 TABLE 1 SUMMARY OF PROJECT TRIP GENERATION PROJECT: 1515 WALNUT GROVE AVENUE Trip Generation Rates * ITE AM Peak Hour PM Peak Hour Land Use Code Unit | Daily In Out Total In Out Total Single-Family 215 | DU | 7.200 | 0.149 |0.331 | 048 | 0.325 | 0.245 | 0.57Attached Housing Trip Generation Estimates AM Peak Hour PM Peak Hour Land Use Quantity | Unit | Daily In Out Total In Out Total Single-Family | “10100 | pu | 1,375 | 28 | 63 91 62 47 109Attached Housing Total Project Trips 1,375 28 63 91 62 47 109 1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11'" Edition kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 NO T TO SC A L E $ Ep i a t a n S oA ER 3 Pr o j e c t Lo c a t i o n bg Li SE Y IE Co r y LE 1 if i AD E ) FI G U R E 1 \ Vi e n MA P {Ki m l e y » H o r n -3 - PA R K I N G @ C BL D G TO T A L | AR E A BL D G AR E A BL D G UN I T BR E A K D O W N (S Q . F T ) CO U N T (S Q . F T . TA N D E M TO W N S Ps t Bld g T- 6 3 - 1 - 2 - 1 - 2 - 3 8, 7 7 8 4 35 , 1 1 2 | Bld g T- 8 3 - 1 - 2 - 1 - 2 - 1 - 2 - 3 11 , 4 7 8 8 91 , 8 2 4 10 " Bld g T- 1 0 3- 1 - 2 - 1 - 2 - 1 - 2 - 1 2 - 3 14 , 1 7 8 2 28 , 3 5 6 30 ° To t a l 14 15 5 , 2 9 2 £0 e ] Bl d g R - 5 4- 3 - 2 - 3 - 4 10 , 1 6 5 2 20 , 3 3 0 oN | Bld g R 6 4- 3 2 3 - 2 - 4 12 , 0 6 2 4 48 , 2 4 8 | Ns Bld g R - 7 _4 - 2 - 3 - 2 3 - 1 - 1 12 , 2 6 9 7 85 , 8 8 3 ! iy 3 To t a l 13 15 4 , 4 6 1 | y | 1 =] == 1S PA R T (0 ) ($ = — J oe ra o ) i ! [— — i SN <= ] | In == li 5 | 2} | UN I T BE D : GU E S T PR I V A T E PA R T (c ) ( @ ) I a Lin | Hi s UN I T AR E A RO O M GA R A G E SP A C E S OU T D O O R = = j! | W CO U N T (S Q F T ) CO U N T SP A C E S R E Q D SP A C E =] \ VI V VI V y == ) I) in =] == I! [| ta n p e m T o w n s | 2 f y \ Li v Y \ 1 § Pa n i 40 11 4 7 2 2 05 69 3 == = ay == 8 fy Ny y Pl a n 2 40 15 5 3 2 2 05 60 © [I S I N = Pl a n 3 28 16 8 9 3 2 05 7 w j ' 2 g| We Pl a n 3 x © 17 0 1 3 2 05 10 5 > y= ] [ Ta n d e m To w n To t a l 10 8 o _— A A 8 A A — | = x 3 i N << ] [H k 5 [V i [ ow o w n s |] § == AM A L AT A AT L A =e 9 Go Pla n 1{ C a r r i a g e ) 14 12 0 4 2 2 0. 5 55 I Hs g| ~ 8 Pl a n 2 24 18 9 7 34 1 2 1 83 1- 8 I zz ! 3 zg Pl a n 3 26 19 3 3 3 2 0s 64 == = Pl a n a 19 22 0 1 Pi ! 2 05 gs PA R T (0 ) \ V V V V VI V V —— | | = Ro w t o w n s To t a l 83 : Vy \ V T- 1 0 V Y — ! > : | | TO T A L U N I T S 19 1 |] \ 3 1h Ihl i H | |I|||||T|t|Il+H 10 7 ) Ga r a g e Sp a c e s Re q u i r e d 38 2 Gu e s t Sp a c e s Re q u i r e d 10 7 . 5 = = —= — — | MN 1 | [T T To t a l Sp a c e s Re q u i r e d 48 9 . 5 WW WW W oy Hh Ga r a g e Sp a c e s Pro v i d e d 38 2 bn ] fr e > i 30 Gu e s t Sp a c e s Pro v i d e d 10 9 J B i [5 | | i To t a l Sp a c e s Pr o v i d e d 49 1 J E 3 | 40 | | Le | ! OP E N SP A C E = — 0} | li s | ” I 3 | To t a l Op e n Sp a c e Re q u i r e d (s q . ft. 76 , 4 0 0 =~ ] [= pe n Sp qu i r e d (s q . ft . ) 2 = == 8 | | Pr i v a t e Op e n Sp a c e Pr o v i d e d (s q . ft . ) 13 , 1 8 9 = = \ |! | Pu b l i c Op e n Sp a c e Pr o v i d e d (s q . ft. ) 66 , 0 3 8 No = 4 | Ba s i n Op e n Sp a c e Pr o v i d e d (s q . ft. } 5,0 0 0 1 — mm m mm — == SE SU oJ — — To t a l Op e n Sp a c e Pr o v i d e d (s a . ft ) 80 3 7 7 ET ST ee Ee —— NB I 3 4 ° 0 7 E 61 2 . 1 6 UP S 11 40 . 0 0 " ) SI T E DA T A | | Ov e r a l l Sit e Are a (A c r e s ) 9.2 8 3S H To t a l Un i t s 19 1 | & | Ov e r a l l De n s i t y (U n i t s pe r Ac r e ) 20 . 5 8 a | i1 FI G U R E 2 \ PR O J E C T SI T E PL A N |Ki m l e y » H o r n Kimley»Horn Page 5 of 10 TRIP DISTRIBUTION Project distribution assumptions were developed based on existing travel patterns, and the likely origins and destinations of the project residents. Trip distribution assumptions are shown in Figure 3. STUDY SCENARIOS Existing Conditions Existing plus Project Conditions Opening Year Conditions Opening Year plus Project Conditions STUDY METHODOLOGY The intersection analysis will focus on the project’s off-site traffic-related impacts and will address the project's peak hour impacts at the intersection. In accordance with the City of Rosemead Transportation Study Guidelines, intersection operation is evaluated using the Intersection Capacity Utilization (ICU) methodology for signalized intersections and Highway Capacity Manual (HCM) for unsignalized intersections. STUDY AREA The following is a list of suggested study intersections to be included in the traffic study, as shown in Figure 3: Walnut Grove Avenue at Rush Street Walnut Grove Avenue at Walmart Driveway Walnut Grove Avenue at Landis View Lane Walnut Grove Avenue at San Gabriel Boulevard San Gabriel Boulevard at State Route 60 West Freeway On-RampD1. Walnut Grove Avenue at North Project Driveway D2. Walnut Grove Avenue at South Project Driveway vu k e W L N P R E kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 ~ NO T TO SC A L E t Lo c a t i o n p- k! Se l b 2 La n d i s Vi e w L LE G E N D : ) = St u d y In t e r s e c t i o n XX % = Tr i p Di s t r i b u t i o n FI G U R E 3 Pe r c e n t a g e \_ ™ " DI S T R I B U T I O N AS S U M P T I O N S {Ki m l e y » H o r n Kimley»Horn Page 7 of 10 VEHICLE MILES TRAVELED (VMT) ASSESSMENT Senate Bill 743 (SB 743) was approved by California legislature in September 2013. SB 743 requires changes to California Environmental Quality Act (CEQA), specifically directing the Governor's Office of Planning and Research (OPR) to develop alternative metrics to the use of vehicular “Level of Service” (LOS) for evaluating transportation projects. OPR has prepared a technical advisory (“OPR Technical Advisory”) for evaluating transportation impacts in CEQA and has recommended that Vehicle Miles Traveled (VMT) replace LOS as the primary measure of transportation impacts. The Natural Resources Agency has adopted updates to CEQA Guidelines to incorporate SB 743 that requires VMT for the purposes of determining a significant transportation impact under CEQA. The City of Rosemead Transportation Study Guidelines (November 2024) provide details on appropriate screening thresholds that can be used to identify when a proposed land use project is anticipated to result in a less-than-significant impact without conducting a more detailed level analysis. Screening thresholds are broken down into the following three criteria: 1. Transit Priority Area (TPA) Screening 2. Low VMT Area Screening 3. Project Type Screening Land development projects that meet one or more of the above screening thresholds may be presumed to create a less-than-significant impact on transportation and circulation. Transit Priority Areas (TPA) Screening A project would be considered to have a less-than-significant transportation impact if the project is located within a Transit Priority Area (TPA) or within one half (1/2) mile of an existing major transit stop or an existing stop along a high-quality transit corridor. Based on review of the SGVCOG Regional VMT Analysis Tool, the project is not located within a Transit Priority Area. The Transit Priority Area Screening threshold is not met. Low VMT Areas Screening Projects that are located in low VMT areas and incorporate similar features (i.e., land use type, access to the circulation network, etc.) will tend to exhibit similarly low VMT. Ifa project is located in a Traffic Analysis Zone (TAZ) with a VMT per service population or VMT per Capita that is equal to or less than 15 percent below the San Gabriel Valley Council of Governments (SGVCOG) average, then the project is considered to be located in a low VMT area and can be presumed to have a less-than-significant impact on VMT. If the proposed project is residential, the project is considered screened out if it is located within the low VMT areas of the “PA/Residential Home-Based VMT per Capita”. The Project is located in TAZ #22184200 of the SGVCOG Regional VMT Analysis model. The associated TAZ has a VMT per Capita of 22.96. The SGVCOG average VMT per Capita is 21.87 with a VMT threshold {15% below the SGVCOG average) of 18.59. Per the City guidelines, if the predominant land uses in the kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 8 of 10 vicinity are nominally of the same type as the proposed project and the proposed project is reasonably expected to generate similar VMT as the existing land uses, the project is considered screened out if itis inthe low VMT area for the “Total Daily VMT per Service Population”. Land uses within the vicinity of the proposed project include residential, similar to the proposed project. Utilizing the "Total Daily VMT Per Service Population" metric, the associated TAZ has a per service population of 34.15. The SGVCOG average VMT per Service Population is 31.17 with a VMT threshold {15% below the SGVCOG average) of 26.50. As a result, the project is not located in a low VMT area. The SGVCOG VMT Evaluation Tool Report is provided as Attachment A. The Low VMT Areas screening threshold is not met. Project Type Screening The following uses would be presumed to have a less-than-significant VMT impact: e Local serving retail (retail establishments less than 50,000 square feet in size), including: o Gas Stations o Banks o Restaurants o Shopping Center e Local-serving K-12 schools e¢ Local parks eo Day care centers e Local-serving hotels (e.g. non-destination hotels) e Student housing projects on or adjacent to a college campus e Local-serving assembly uses (places of worship, community organizations) ¢ Community institutions (public libraries, fire stations, local government) e Affordable, supportive, or transitional housing e Assisted living facilities e Senior housing (as defined by HUD) eo Local serving community colleges that are consistent with the assumptions noted in the RTP/SCS (Regional transportation Plan/Sustainable Communities Strategy) eo Projects generating less than 110 daily vehicle trips. This generally corresponds to the following “typical” development potentials: 11 single family housing units 16 multi-family, condominiums, or townhouse housing units 10,000 sq. ft of office 15,000 sq. of light industrial 63,000 sq. ft of warehousing o 79,000 sq. ft of high cube transload and short-term storage warehouse Public parking garages and public lots OO O O OO The project proposes to construct 191 single family housing dwelling units, which is above the 11 single family housing unit threshold and would not meet the local serving land use criteria. The Project Type Screening threshold is not met. kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 9 of 10 The project was evaluated using the City of Rosemead VMT screening thresholds to determine if the project would require a VMT analysis. The project does not screen out of VMT. Therefore, further VMT analysis is required for the proposed project, consistent with the City of Rosemead Transportation Study Guidelines. Please contact me if you have any questions or comments. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC.V4 Ryan Calad, P.E., T.E. Project Engineer APPROVED BY: Signature: Name: City of Rosemead Public Works Department kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 10 of 10 ATTACHMENT A SGVCOG VMT EVALUATION REPORT kimley-horn.com 1100 W Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 SGVCOG VMT Evaluation Tool Report Project Details Proximity Transit Screening Timestamp of Analysis March 10, 2025, 04:59:25 PM Inside a transit priority area? No Project Name Rosemead Residential Project Description 1515 Walnut Grove Ave Project Location Map jurisdiction: [APN TA R d 5279027001 | 22184200osemea ~ $ ~~ pu 3 o v[a] 3E [a]mT \ 3RE 3ore Dr >>< [4] Yarrow St Sarah St Ne. . a Analysis Details it a Av e vic Dr Data Version SCAG Regional Travel Demand Model 2024 Analysis TAZ Methodology Target Baseline ~~ 2025 Year SGVCOG VMT Evaluation Tool Report Residential Vehicle Miles Traveled (VMT) Screening Results Land Use Type Residential VMT Metric Home-Based VMT per Capita VMT Baseline Description SGVCOG VMT Baseline Value 21.87 VMT Threshold Description / Threshold Value -15%/ 18.59 Summary Baseline Conditions Project Generated Vehicle Miles Traveled (VMT) Rate 22.96 Screening Results No (Fail) 28 20 £ 15 [&}52 10 5 0 VMT Metric Value Before Project 1 — Land Use 1 Threshold VMT: 18.58 J VMT Values SGVCOG VMT Evaluation Tool Report Project Details Proximity Transit Screening Timestamp of Analysis March 10, 2025, 05:00:12 PM Inside a transit priority area? No Project Name Rosemead Residential Project Description 1515 Walnut Grove Ave Project Location Map jurisdiction: [APN TA R d 5279027001 | 22184200osemea ~ $ ~~ pu 3 o v[a] 3E [a]mT \ 3RE 3ore Dr >>< [4] Yarrow St Sarah St Ne. . a Analysis Details it a Av e vic Dr Data Version SCAG Regional Travel Demand Model 2024 Analysis TAZ Methodology Target Baseline ~~ 2025 Year SGVCOG VMT Evaluation Tool Report Residential Vehicle Miles Traveled (VMT) Screening Results Land Use Type Residential VMT Metric Total VMT per Service Population VMT Baseline Description SGVCOG VMT Baseline Value 31.17 VMT Threshold Description / Threshold Value -15%/ 26.50 Summary Baseline Conditions Project Generated Vehicle Miles Traveled (VMT) Rate 34.15 Screening Results No (Fail) 35 30 25 20 15 VM T / Ca p i t a 10 VMT Metric Value Before Project 1 mee Land Use 1 Threshold VMT: 26.50 Jj VMT Values APPENDIX B TRAFFIC DATA COLLECTION SHEETS Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 01_RSM_WG_Rush AM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: Rush Street Start Date : 5/21/2025 Weather: Clear Page No :1 Groups Printed- Total Volume Walnut Grove Avenue Rush Street Walnut Grove Avenue Rush Street Southbound Westbound Northbound Eastbound Start Time | Left] Thru | Right | App. Tota | Left | Thru | Right] App. Total | Left | Thru | Right | Ase. Total | Left] Thru | Right | App. Total | Int. Total | 07:00 AM [3] 54 15 75 1 1 0 2 7 91 11 109 17 3 4 24 210 07:15 AM 6 64 30 100 2 0 1 3 7 92 12 111 19 4 12 35 249 07:30 AM 2 86 37 125 0 0 0 0 14 127 23 164 48 1 8 57 346 07:45 AM 6 98 70 174 3 3 1 7 12 140 19 171 58 3 26 87 439 Total 20 302 152 474 6 4 2 12 40 450 65 555 | 142 11 50 203 1244 08:00 AM 3 98 81 182 1 0 2 3 18 152 25 195 60 2 22 84 464 08:15 AM 8 106 37 151 1 1 2 4 22 135 29 186 43 5 16 64 405 08:30 AM 3 96 33 132 4 1 2 7 7 137 26 170 41 6 18 65 374 08:45 AM 7 82 25 114 7 0 3 10 12 134 18 164 37 5 24 66 354 Total 21 382 176 579 13 2 9 24 59 558 98 715] 181 18 80 279 1597 Grand Total 41 684 328 1053 19 6 11 36 99 1008 163 1270 | 323 29 130 482 | 2841 Apprch% | 3.9 65 31.1 528 16.7 30.6 7.8 794 128 67 6 27 Total % 14 241 115 37.1 07 02 04 1.3 35 355 57 447 | 11.4 1 46 17 Walnut Grove Avenue Rush Street Walnut Grove Avenue Rush Street Southbound Westbound Northbound Eastbound Start Time | Left | Thru | Right [ app. Tota | Left] Thru [ Right [ app. Tot | Left[ Thru | Right [ app. Tota | Left [| Thru | Right | App. Total | Int. Total | Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 6 98 70 174 3 3 1 7 12 140 19 171 58 3 26 87 439 08:00 AM 3 98 81 182 1 0 2 3 18 152 25 195 60 2 22 84 464 08:15 AM 8 106 37 161 1 1 2 4 22 135 29 186 43 5 16 64 405 08:30 AM 3 96 33 132 4 1 2 7 7 137 26 170 41 6 18 65 374 Total Volume 20 398 221 639 9 5 7 21 59 564 99 722 | 202 16 82 300 1682 % App. Total 31 623 346 429 238 333 82 781 137 673 53 273 PHF | .625 .939 .682 .878 | .563 .417 .875 750 | .670 .928 .853 926 | .842 .667 .788 .862 .906 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Rosemead File Name : 01_RSM_WG_Rush AM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: Rush Street Start Date : 5/21/2025 Weather: Clear PageNo :2 Walnut Grove Avenue Out In Total773 639 1412 [ Rpt i Ei Peak Hour Data T 82 . 3= =5 L 3 North hn 2g 2528 | [€2 2FE | £7 Peak Hour Begins at 07:45 AM ho 5 @ [0]& o z Total Volume eAi 2Fis Left Thru Right[59] 564] 99 [489] [ 722 [ 1211] Out In TotalWaloui Grove Avenue Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 08:00 AM 07:45 AM 07:45 AM +0 mins. 6 98 70 174 1 0 2 3 12 140 19 171 58 3 26 87 +15 mins. 3 98 81 182 1 1 2 4 18 152 25 195 60 2 22 84 +30 mins. 8 106 37 151 4 1 2 7 22 135 29 186 43 5 16 64 +45 mins. 3 96 33 132 7 0 3 10 7 137 26 170 41 6 18 65 Total Volume 20 398 221 639 13 2 9 24 59 564 99 722 | 202 16 82 300 % App. Total 31 623 346 542 83 375 82 781 13.7 673 53 273 PHF | .625 .939 .682 .878 | .464 .500 .750 600| .670 .928 .853 926 | .842 667 .788 .862 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 01_RSM_WG_Rush PM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: Rush Street Start Date : 5/21/2025 Weather: Clear Page No :1 Groups Printed- Total Volume Walnut Grove Avenue Rush Street Walnut Grove Avenue Rush Street Southbound Westbound Northbound Eastbound Start Time | Left] Thru | Right | App. Tota | Left | Thru | Right] App. Total | Left | Thru | Right | Ase. Total | Left] Thru | Right | App. Total | Int. Total | 04:00 PM 4 148 41 193 21 4 4 29 18 122 6 146 52 5 34 91 459 04:15 PM 4 217 35 256 20 2 6 28 20 135 11 166 50 8 46 104 554 04:30 PM 1 166 52 219 20 2 4 26 17 126 4 147 53 8 48 109 501 04:45 PM 4 133 53 190 14 5 1 20 19 116 6 141 63 1 32 96 447 Total 13 664 181 858 75 13 15 103 74 499 27 600 | 218 22 160 400 1961 05:00 PM 4 148 51 203 32 5 5 42 25 139 8 172 72 5 49 126 543 05:15 PM 1 212 56 269 1 6 7 24 22 155 5 182 56 2 39 97 572 05:30 PM 4 165 49 218 11 5 5 21 28 160 4 192 64 6 48 118 549 05:45 PM 3 153 58 214 9 8 5 22 28 154 3 185 70 3 27 100 521 Total 12 678 214 904 63 24 22 109| 103 608 20 731] 262 16 163 441 2185 Grand Total 25 1342 395 1762 | 138 37 37 212 | 177 1107 47 1331| 480 38 323 841 4146 Apprch % 14 762 224 65.1 175 175 13.3 832 35 57.1 45 384 Total% | 06 324 95 425| 33 09 09 5.1 43 26.7 1.1 321] 116 09 78 20.3 Walnut Grove Avenue Rush Street Walnut Grove Avenue Rush Street Southbound Westbound Northbound Eastbound Start Time | Left | Thru | Right [ app. Tota | Left] Thru [ Right [ app. Tot | Left[ Thru | Right [ app. Tota | Left [| Thru | Right | App. Total | Int. Total | Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 4 148 51 203 32 5 5 42 25 139 8 172 72 5 49 126 543 05:15 PM 1 212 56 269 11 6 7 24 22 155 5 182 56 2 39 97 572 05:30 PM 4 165 49 218 11 5 5 21 28 160 4 192 64 6 48 118 549 05:45 PM 3 153 58 214 9 8 5 22 28 154 3 185 70 3 27 100 521 Total Volume 12 678 214 904 63 24 22 109] 103 608 20 731 262 16 163 441 2185 % App. Total 1.3 75 237 57.8 22 20.2 141 832 27 594 36 37 PHF | .750 .800 .922 .840| .492 750 .786 649] 920 .950 .625 952 | .910 .667 .832 .875 .955 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 01_RSM_WG_Rush PM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: Rush Street Start Date : 5/21/2025 Weather: Clear PageNo :2 Walnut Grove Avenue Out In Total892 904 1796 rr] Rpt i Left Peak Hour Data TSEL . A:_ 3 North I= oT 2 © —~ IN A = [= 3 3 po | gFE = £7 Peak Hour Begins at 05:00 PM +—3 N 3 El @ [0]& p= k= Total Volume — @ 3 Z v +R Lgcic Left Thru Right [_o04] [731 [ 1635] Out In TotalWalnutGrove Avenue Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 04:15 PM 05:00 PM 05:00 PM +0 mins. 4 148 51 203 20 2 6 28 25 139 8 172 72 5 49 126 +15 mins. 1 212 56 269 20 2 4 26 22 155 5 182 56 2 39 97 +30 mins. 4 165 49 218 14 5 1 20 28 160 4 192 64 6 48 118 +45 mins. 3 153 58 214 32 5 5 42 28 154 3 185 70 3 27 100Total Volume 12 678 214 904 86 14 16 116 | 103 608 20 731] 262 16 163 441 % App. Total 1.3 75 23.7 741 121 13.8 14.1 83.2 2.7 59.4 3.6 37 PHF | .750 .800 .922 .840| .672 .700 .667 690] .920 .950 .625 952 | 910 .667 .832 .875 City of Rosemead N/S: Walnut Grove Avenue E/W: Shopping Center Driveway Weather: Clear Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 Groups Printed- Total Volume File Name Site Code : 10825555 Start Date : 5/21/2025 Page No :1 :02_RSM_WG_SC DW AM Walnut Grove Avenue Walnut Grove Avenue Shopping Center Driveway Southbound Northbound Eastbound Start Time Thru] Right] App. Total Left| Thru| App. Total Left| Right] App. Total| Int. Total] 07:00 AM 55 5 60 0 106 106 3 3 6 172 07:15 AM 74 5 79 2 105 107 5 2 7 193 07:30 AM 81 8 89 0 161 161 2 1 3 253 07:45 AM 105 22 127 4 163 167 9 2 11 305 Total 315 40 355 6 535 541 19 8 27 923 08:00 AM 90 31 121 4 191 195 7 3 10 326 08:15 AM 99 24 123 7 166 173 17 7 24 320 08:30 AM 106 13 119 2 141 143 30 5 35 297 08:45 AM 97 18 115 2 140 142 20 7 27 284 Total 392 86 478 15 638 653 74 22 96 1227 Grand Total 707 126 833 21 1173 1194 93 30 123 2150 Apprch % 84.9 15.1 1.8 98.2 75.6 24.4 Total % 329 5.9 38.7 1 54.6 55.5 43 1.4 57 Walnut Grove Avenue Walnut Grove Avenue Shopping Center Driveway Southbound Northbound Eastbound Start Time Thru] Right[ App. Total Left | Thru | App. Total Left| Right] App. Total Int. Total | Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 105 22 127 4 163 167 9 2 11 305 08:00 AM 90 31 121 4 191 195 7 3 10 326 08:15 AM 99 24 123 7 166 173 17 7 24 320 08:30 AM 106 13 119 2 141 143 30 5 35 297 Total Volume 400 90 490 17 661 678 63 17 80 1248 % App. Total 81.6 18.4 25 97.5 78.8 21.2 PHF .943 .726 .965 .607 .865 .869 .525 .607 .571 .957 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 02_RSM_WG_SC DW AM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: Shopping Center Driveway Start Date : 5/21/2025 Weather: Clear Page No :2 Walnut Grove Avenue Out In Total724 490 1214 [[90] 400] a Thru Peak Hour Data EEi5 _ 2s + North 8 [© =© <8 | rai Peak Hour Begins at 07:45 AM (&] ~— £ 2 ~ NE Total Volumea5 03°5 Left Thru[17] e61]] [417] [e678 [1098] Out In TotalWalnutGrove Avenue Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:30 AM 08:00 AM +0 mins. 105 22 127 0 161 161 7 3 10 +15 mins. 90 3 121 4 163 167 17 7 24 +30 mins. 99 24 123 4 191 195 30 5 35 +45 mins. 106 13 119 7 166 173 20 7 27 Total Volume 400 90 490 15 681 696 74 22 96 % App. Total 81.6 18.4 2.2 97.8 77.1 22.9 PHF .943 .726 .965 536 891 .892 .617 .786 .686 City of Rosemead N/S: Walnut Grove Avenue E/W: Shopping Center Driveway Weather: Clear Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 Groups Printed- Total Volume File Name Site Code : 10825555 Start Date : 5/21/2025 Page No :1 :02_RSM_WG_:SC DW PM Walnut Grove Avenue Walnut Grove Avenue Shopping Center Driveway Southbound Northbound Eastbound Start Time Thru] Right] App. Total Left| Thru| App. Total Left| Right] App. Total| Int. Total] 04:00 PM 165 35 200 3 94 97 46 15 61 358 04:15 PM 235 47 282 2 119 121 44 9 53 456 04:30 PM 198 38 236 2 107 109 39 11 50 395 04:45 PM 149 32 181 3 98 101 43 11 54 336 Total 747 152 899 10 418 428 172 46 218 1545 05:00 PM 189 36 225 6 131 137 43 20 63 425 05:15 PM 215 30 245 2 142 144 40 7 47 436 05:30 PM 208 33 241 3 135 138 57 12 69 448 05:45 PM 151 41 192 8 133 141 48 8 56 389 Total 763 140 903 19 541 560 188 47 235 1698 Grand Total 1510 292 1802 29 959 988 360 93 453 3243 Apprch % 83.8 16.2 29 97.1 79.5 20.5 Total % 46.6 9 55.6 0.9 29.6 30.5 11.1 29 14 Walnut Grove Avenue Walnut Grove Avenue Shopping Center Driveway Southbound Northbound Eastbound Start Time Thru] Right[ App. Total Left | Thru | App. Total Left| Right] App. Total Int. Total | Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 189 36 225 6 131 137 43 20 63 425 05:15 PM 215 30 245 2 142 144 40 7 47 436 05:30 PM 208 33 241 3 135 138 57 12 69 448 05:45 PM 151 HM 192 8 133 141 48 8 56 389 Total Volume 763 140 903 19 541 560 188 47 235 1698 % App. Total 84.5 15.5 34 96.6 80 20 PHF .887 .854 .921 .594 .952 .972 .825 .588 .851 .948 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 02_RSM_WG_SC DW PM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: Shopping Center Driveway Start Date : 5/21/2025 Weather: Clear Page No :2 Walnut Grove Avenue Out In Total729 903 1632 [140[ 763]a T Peak Hour Data To t a l North Peak Hour Begins at 05:00 PM Ri g h t Le f t Ja 0 Total Volume Ou t Sh o p p i n g Ce n t e r Dr i v e w a y In 15 9 23 5 39 4 “© 7Left Thru [ [810] [560] [ 1370] Out In TotalWalout Grove Avenug Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 05:00 PM 05:00 PM +0 mins. 235 47 282 6 131 137 43 20 63 +15 mins. 198 38 236 2 142 144 40 7 47 +30 mins. 149 32 181 3 135 138 57 12 69 +45 mins. 189 36 225 8 133 141 48 8 56 Total Volume 771 1563 924 19 541 560 188 47 235 % App. Total 83.4 16.6 34 96.6 80 20 PHF .820 .814 .819 .594 .952 .972 .825 .588 .851 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead N/S: Walnut Grove Avenue E/W: Landis View Lane Weather: Clear Groups Printed- Total Volume File Name Site Code Start Date Page No :03_RSM_WG_LV AM : 10825555 : 5/21/2025 1 Walnut Grove Avenue Landis View Lane Walnut Grove Avenue Southbound Westbound Northbound Start Time Left | Thru] App. Total Left] Right! App. Total Thru] Right App. Total Int. Total | 07:00 AM 1 62 63 5 6 11 122 2 124 198 07:15 AM 4 72 76 1 8 9 116 4 120 205 07:30 AM 2 104 106 11 4 15 162 2 164 285 07:45 AM 0 103 103 8 8 16 183 2 185 304 Total 7 341 348 25 26 51 583 10 593 992 08:00 AM 4 108 112 7 4 11 196 4 200 323 08:15 AM 3 112 115 6 5 11 193 3 196 322 08:30 AM 2 116 118 3 1 4 161 5 166 288 08:45 AM 3 104 107 4 6 10 176 3 179 296 Total 12 440 452 20 16 36 726 15 741 1229 Grand Total 19 781 800 45 42 87 1309 25 1334 2221 Apprch % 2.4 97.6 51.7 48.3 98.1 1.9 Total % 0.9 35.2 36 2 1.9 3.9 58.9 1.1 60.1 Walnut Grove Avenue Landis View Lane Walnut Grove Avenue Southbound Westbound Northbound Start Time Left | Thru| App. Total Left| Right| App. Total Thru] Right] App. Total Int. Total | Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 103 103 8 8 16 183 2 185 304 08:00 AM 4 108 112 7 4 11 196 4 200 323 08:15 AM 3 112 115 6 5 11 193 3 196 322 08:30 AM 2 116 118 3 1 4 161 5 166 288 Total Volume 9 439 448 24 18 42 733 14 747 1237 % App. Total 2 98 57.1 42.9 98.1 1.9 PHF .563 .946 .949 .750 .563 .656 .935 .700 .934 .957 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 File Name : 03_RSM_WG_LV AMCity of Rosemead N/S: Walnut Grove Avenue Site Code : 10825555 E/W: Landis View Lane Start Date : 5/21/2025 Weather: Clear Page No :2 Walnut Grove Avenue Out In Total751 448 1199 [[439]9] Thru Left Peak Hour Data [4 2 [3 4 uj no su e ] MI A Si p u e 5912 1 0 1 North 2 br (v e 80 Peak Hour Begins at 07:45 AM oTotal Volume +v = 1pThru Right[733]14][ [463 [747] [1210 Out In TotalWalnutGrove Avenue Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 07:30 AM 07:45 AM +0 mins. 4 108 112 1" 4 15 183 2 185 +15 mins. 3 112 115 8 8 16 196 4 200 +30 mins. 2 116 118 7 4 11 193 3 196 +45 mins. 3 104 107 6 5 11 161 5 166 Total Volume 12 440 452 32 21 53 733 14 747 % App. Total 2.7 97.3 60.4 39.6 98.1 1.9 PHF .750 .948 .958 727 .656 .828 .935 .700 .934 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead N/S: Walnut Grove Avenue E/W: Landis View Lane Weather: Clear Groups Printed- Total Volume File Name Site Code Start Date Page No :03_RSM_WG_LV PM : 10825555 : 5/21/2025 1 Walnut Grove Avenue Landis View Lane Walnut Grove Avenue Southbound Westbound Northbound Start Time Left | Thru] App. Total Left] Right! App. Total Thru] Right App. Total Int. Total | 04:00 PM 6 208 214 2 1 3 128 8 136 353 04:15 PM 3 217 220 4 4 8 134 5 139 367 04:30 PM 8 203 211 8 1 9 147 8 155 375 04:45 PM 4 246 250 1 2 3 130 2 132 385 Total 21 874 895 15 8 23 539 23 562 1480 05:00 PM 4 175 179 8 2 10 151 3 154 343 05:15 PM 5 283 288 4 2 6 160 8 168 462 05:30 PM 0 182 182 3 2 5 162 3 165 352 05:45 PM 10 227 237 3 4 7 161 5 166 410 Total 19 867 886 18 10 28 634 19 653 1567 Grand Total 40 1741 1781 33 18 51 1173 42 1215 3047 Apprch % 2.2 97.8 64.7 35.3 96.5 3.5 Total % 1.3 57.1 58.5 1.1 0.6 1.7 38.5 1.4 39.9 Walnut Grove Avenue Landis View Lane Walnut Grove Avenue Southbound Westbound Northbound Start Time Left | Thru| App. Total Left| Right| App. Total Thru] Right] App. Total Int. Total | Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 4 175 179 8 2 10 151 3 154 343 05:15 PM 5 283 288 4 2 6 160 8 168 462 05:30 PM 0 182 182 3 2 5 162 3 165 352 05:45 PM 10 227 237 3 4 7 161 5 166 410 Total Volume 19 867 886 18 10 28 634 19 653 1567 % App. Total 2.1 97.9 64.3 35.7 97.1 29 PHF A475 .766 .769 .563 .625 .700 .978 594 .972 .848 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 03_RSM_WG_LV PM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: Landis View Lane Start Date : 5/21/2025 Weather: Clear Page No :2 Walnut Grove Avenue Out In Total644 886 1530 [[867] 19] Thru Left Peak Hour Data gtno North 2 br Br [0 0 | Peak Hour Begins at 05:00 PM oTotal Volume +v =8c uj su e ] MI A Si p u e 9912 1 0 1 a i 634] 19][ [885 [ 653 [ 1538 Out In TotalWalout Grove Avenug Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:15 PM 05:00 PM +0 mins. 8 203 211 4 4 8 161 3 154 +15 mins. 4 246 250 8 1 9 160 8 168 +30 mins. 4 175 179 1 2 3 162 3 165 +45 mins. 5 283 288 8 2 10 161 5 166 Total Volume 21 907 928 21 9 30 634 19 653 % App. Total 2.3 97.7 70 30 97.1 2.9 PHF .656 .801 .806 .656 .563 .750 .978 .594 .972 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 04_RSM_WG_SG AM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: San Gabriel Boulevard Start Date : 5/21/2025 Weather: Clear Page No :1 Groups Printed- Total Volume Walnut Grove Avenue San Gabriel Boulevard Mobil Driveway San Gabriel Boulevard Southbound Westbound Northbound Eastbound Start Time | Left] Thru | Right | App. Tota | Left | Thru | Right] App. Total | Left | Thru | Right | Ase. Total | Left] Thru | Right | App. Total | Int. Total | 07:00 AM 63 1 6 70 0 251 122 373 0 2 0 2 1 120 1 122 567 07:15 AM 70 0 3 73 0 198 117 315 2 0 0 2 3 149 0 152 542 07:30 AM | 100 2 12 114 0 208 152 360 2 3 0 5 6 169 2 177 656 07:45 AM 91 3 15 109 0 276 168 444 1 0 1 2 13 221 2 236 791 Total | 324 6 36 366 0 933 559 1492 5 5 1 11 23 659 5 687 | 2556 08:00 AM | 103 1 18 122 0 220 187 407 1 2 2 5 14 185 1 200 734 08:15AM | 110 0 9 119 0 167 180 347 0 0 1 1 13 220 4 237 704 08:30 AM | 105 3 8 116 0 185 155 340 1 1 2 4 10 200 1 211 671 08:45 AM 99 1 7 107 0 173 172 345 0 0 1 1 7 168 1 176 629 Total | 417 5 42 464 0 745 694 1439 2 3 6 11 44 773 7 824 | 2738 Grand Total | 741 11 78 830 0 1678 1253 2931 7 8 7 22 67 1432 12 1511 5294 Apprch% | 89.3 13 94 0 57.3 427 318 364 31.8 44 948 08 Total % 14 02 15 15.7 0 31.7 237 55.4] 0.1 02 0.1 04] 1.3 27 02 28.5 Walnut Grove Avenue San Gabriel Boulevard Mobil Driveway San Gabriel Boulevard Southbound Westbound Northbound Eastbound Start Time | Left | Thru | Right [ App. Total | Left | Thru | Right | App. Total | Left | Thru [ Right | App. Total | Left | Thru | Right | App. Total | Int. Total | Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 91 15 109 0 276 168 444 1 0 1 2 13 221 2 236 791 08:00 AM | 103 1 18 122 220 187 407 1 2 2 5 14 185 1 200 734 08:15AM | 110 0 9 119 0 167 180 347 0 0 1 1 13 220 4 237 704 08:30 AM | 105 3 8 116 0 185 155 340 1 1 2 4 10 200 1 211 671 Total Volume | 409 7 50 466 0 848 690 1538 3 3 6 12 50 826 8 884 | 2900 % App. Total | 878 1.5 10.7 0 551 449 25 25 50 57 934 059 PHF | .930 .583 .694 .955| .000 .768 .922 866] .750 .375 .750 600] .893 934 500 .932 917 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 04_RSM_WG_SG AM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: San Gabriel Boulevard Start Date : 5/21/2025 Weather: Clear Page No :2 Walnut Grove Avenue Out In Total743 466 1209 rr][ 50[ 7] 409]a Thru i Peak Hour Data I=2 sal] EE2 ENSNorth Es = Peak Hour Begins at 07:45 AM «— Total Volume [8 ] 82 6 ] 50 ] Ri g ™ Lo n na y [C [8 ¥ 8 [0 6 9 | 8E S L uj pJ e A s i n o g |a l i g e s ) ue s Ou t uo Sa n Ga b r i e l Bo u l e v a r d In 90 1 88 4 17 8 5 61 1 2 12 1 0 1 Left Thru Right[3[3 [1s] [12] [27]Out In Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:30 AM 07:15 AM 07:45 AM +0 mins. 91 3 15 109 0 208 152 360 2 0 0 2 13 221 2 236 +15 mins. | 103 1 18 122 0 276 168 444 2 3 0 5 14 185 1 200 +30 mins. | 110 0 9 119 0 220 187 407 1 0 1 2 13 220 4 237 +45 mins. | 105 3 8 116 0 167 180 347 1 2 2 5 10 200 1 211 Total Volume | 409 7 50 466 0 871 687 1558 6 5 3 14 50 826 8 884 % App. Total | 87.8 1.5 10.7 0 559 44.1 429 357 214 57 934 059 PHF | 930 .583 .694 .955| .000 .789 .918 877] 750 417 375 700] .893 .934 500 .932 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 04_RSM_WG_SG PM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: San Gabriel Boulevard Start Date : 5/21/2025 Weather: Clear Page No :1 Groups Printed- Total Volume Walnut Grove Avenue San Gabriel Boulevard Mobil Driveway San Gabriel Boulevard Southbound Westbound Northbound Eastbound Start Time | Left] Thru | Right | App. Tota | Left | Thru | Right] App. Total | Left | Thru | Right | Ase. Total | Left] Thru | Right | App. Total | Int. Total | 04.00 PM | 193 1 17 211 0 163 123 286 1 1 0 2 10 166 5 181 680 04:15PM | 204 2 9 215 1 164 136 301 0 0 1 1 6 174 1 181 698 04:30 PM | 201 3 6 210 0 179 144 323 1 0 1 2 10 223 2 235 770 04:45 PM | 242 6 8 256 1 182 129 312 1 0 3 4 5 127 0 132 704 Total | 840 12 40 892 2 688 532 1222 3 1 5 9 31 690 8 729 | 2852 05.00 PM | 162 1 13 176 0 185 147 332 0 1 3 4 2 237 2 241 753 05:15PM | 276 3 12 291 0 231 162 393 0 0 0 0 4 123 4 131 815 05:30 PM | 175 0 9 184 0 209 161 370 0 0 1 1 4 264 2 270 825 05:45 PM | 222 4 12 238 0 217 158 375 0 1 1 2 13 157 0 170 785 Total | 835 8 46 889 0 842 628 1470 0 2 5 7 23 781 8 812| 3178 Grand Total | 1675 20 86 1781 2 1530 1160 2692 3 3 10 16 54 1471 16 1541 | 6030 Apprch % 94 11 438 01 56.8 43.1 188 18.8 625 35 955 1 Total % | 27.8 03 1.4 29.5 0 254 19.2 44.6 0 0 02 03] 09 244 03 25.6 Walnut Grove Avenue San Gabriel Boulevard Mobil Driveway San Gabriel Boulevard Southbound Westbound Northbound Eastbound Start Time | Left | Thru | Right [ App. Total | Left | Thru | Right | App. Total | Left | Thru [ Right | App. Total | Left | Thru | Right | App. Total | Int. Total | Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05.00 PM | 162 1 13 176 0 185 147 332 0 1 3 4 2 237 2 241 753 05:15PM | 276 3 12 291 231 162 393 0 0 0 0 4 123 4 131 815 05:30 PM | 175 0 9 184 0 209 161 370 0 0 1 1 4 264 2 270 825 05:45 PM | 222 4 12 238 0 217 158 375 0 1 1 2 13 157 0 170 785 Total Volume | 835 8 46 889 0 842 628 1470 0 2 5 7 23 781 8 812| 3178 % App. Total | 939 09 5.2 0 57.3 427 0 286 714 28 96.2 1 PHF | .756 .500 .885 .764| .000 .911 .969 935] .000 .500 .417 438] 442 740 500 .752 .963 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 04_RSM_WG_SG PM N/S: Walnut Grove Avenue Site Code : 10825555 E/W: San Gabriel Boulevard Start Date : 5/21/2025 Weather: Clear Page No :2 Walnut Grove Avenue Out In Total653 889 1542 rr][46]8] 835a T i Peak Hour Data To t a l 12 9 1 no North ih na y [0Te v 8 [8 2 9 Peak Hour Begins at 05:00 PM «— Total Volume 0. l v L uj pJ e A s i n o g |a l i g e s ) ue s [s l 78 1 ] 23 ] ri g h hi Lo n . Ou t uo Sa n Ga b r i e l Bo u l e v a r d In 88 8 81 2 17 0 0 16 0 € 12 1 0 1 Left Thru Right [of 2] 5 [16] [7] [23 Out In Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 05:00 PM 04:15 PM 05:00 PM +0 mins. | 201 3 6 210 0 185 147 332 0 0 1 1 2 237 2 241 +15 mins. | 242 6 8 256 0 231 162 393 1 0 1 2 4 123 4 131 +30 mins. | 162 1 13 176 0 209 161 370 1 0 3 4 4 264 2 270 +45 mins. | 276 3 12 291 0 217 158 375 0 1 3 4 13 157 0 170 Total Volume | 881 13 39 933 0 842 628 1470 2 1 8 1" 23 781 8 812 % App. Total | 94.4 1.4 4.2 0 573 42.7 182 91 72.7 2.8 96.2 1 PHF | .798 542 750 .802| .000 911 .969 935] 500 .250 .667 688] 442 740 500 .752 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 05_RSM_60W_SG AM N/S: SR-60 Westbound Ramps Site Code : 10825555 E/W: San Gabriel Boulevard Start Date : 5/21/2025 Weather: Clear Page No :1 Groups Printed- Total Volume SR-60 Westbound Ramps San Gabriel Boulevard Kami Buffet Driveway San Gabriel Boulevard Southbound Westbound Northbound Eastbound Start Time | Left] Thru | Right | App. Tota | Left | Thru | Right] App. Total | Left | Thru | Right | Ase. Total | Left] Thru | Right | App. Total | Int. Total | 07:00 AM 9 2 131 142 4 229 57 290 0 0 1 22 156 1 179 612 07:15 AM 9 3 103 115 3 212 59 274 0 1 0 1 19 197 0 216 606 07:30 AM 13 2 134 149 0 228 51 279 0 0 0 0 28 231 1 260 688 07:45 AM 18 0 188 206 1 264 70 335 0 2 3 5 37 269 1 307 853 Total 49 7 556 612 8 933 237 1178 0 4 3 7] 106 853 3 962 | 2759 08:00 AM 12 1 188 201 5 213 51 269 0 3 1 4 26 260 0 286 760 08:15 AM 15 1 146 162 6 173 59 238 0 2 2 4 25 299 0 324 728 08:30 AM 22 4 165 191 7 185 66 258 1 0 2 3 25 277 0 302 754 08:45 AM 16 2 151 169 7 184 39 230 2 1 5 8 29 234 1 264 671 Total 65 8 650 723 25 755 215 995 3 6 10 19] 105 1070 1 1176 | 2913 Grand Total | 114 15 1206 1335 33 1688 452 2173 3 10 13 26 | 211 1923 4 2138| 5672 Apprch% | 85 1.1 90.3 15 777 208 11.5 38.5 50 99 899 02 Total % 2 03 21.3 235| 06 29.38 8 38.3] 0.1 02 0.2 05] 3.7 339 0.1 37.7 SR-60 Westbound Ramps San Gabriel Boulevard Kami Buffet Driveway San Gabriel Boulevard Southbound Westbound Northbound Eastbound Start Time | Left | Thru | Right [ App. Total | Left | Thru | Right | App. Total | Left | Thru [ Right | App. Total | Left | Thru | Right | App. Total | Int. Total | Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 0745AM | 18 0 188 206 1 264 70 335 0 2 3 5| 37 269 1 307 853 08:00 AM 12 1 188 201 5 213 51 269 0 3 1 4 26 260 0 286 760 08:15 AM 15 1 146 162 6 173 59 238 0 2 2 4 25 299 0 324 728 08:30 AM 22 4 165 191 7 185 66 258 1 0 2 3 25 277 0 302 754 Total Volume 67 6 687 760 19 835 246 1100 1 7 8 16 | 113 1105 1 1219| 3095 % App. Total | 88 0.8 90.4 1.7 759 224 6.2 4338 50 93 906 0.1 PHF | .761 .375 .914 922 | 679 .791 .879 821] .250 .583 667 800] .764 .924 250 .941 .907 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 05_RSM_60W_SG AM N/S: SR-60 Westbound Ramps Site Code : 10825555 E/W: San Gabriel Boulevard Start Date : 5/21/2025 Weather: Clear Page No :2 SR-60 Westbound RampsOut In Total366 760 1126 [[687]6] 67]a T i Peak Hour Data To t a l 08 l l no North Peak Hour Begins at 07:45 AM Total Volume pi T " 00 1 1 uj pJ e A s i n o g |a l i g e s ) ue s Ou t Sa n Ga b r i e l Bo u l e v a r d In 15 2 3 12 1 9 27 4 2 08 ¢ Z 12 1 0 1 ©« 1 pLeft Thru Right [af 7 8 [26] [16] [42] Out In Total Kami Buffet Driveway Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:00 AM 08:00 AM 07:45 AM +0 mins. 18 0 188 206 4 229 57 290 0 3 1 4 37 269 1 307 +15 mins. 12 1 188 201 3 212 59 274 0 2 2 4 26 260 0 286 +30 mins. 15 1 146 162 0 228 51 279 1 0 2 3 25 299 0 324 +45 mins. 22 4 165 191 1 264 70 335 2 1 5 8 25 277 0 302 Total Volume 67 6 687 760 8 933 237 1178 3 6 10 19 113 1105 1 1219 % App. Total | 8.8 0.8 904 07 792 20.1 158 31.6 52.6 93 906 0.1 PHF | .761 .375 .914 922 | 500 .884 .846 879] 375 500 .500 594 | 764 924 250 .941 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 05_RSM_60W_SG PM N/S: SR-60 Westbound Ramps Site Code : 10825555 E/W: San Gabriel Boulevard Start Date : 5/21/2025 Weather: Clear Page No :1 Groups Printed- Total Volume SR-60 Westbound Ramps San Gabriel Boulevard Kami Buffet Driveway San Gabriel Boulevard Southbound Westbound Northbound Eastbound Start Time | Left] Thru | Right | App. Tota | Left | Thru | Right] App. Total | Left | Thru | Right | Ase. Total | Left] Thru | Right | App. Total | Int. Total | 04:00 PM 49 2 141 192 7 144 20 171 1 3 5 9 31 324 2 357 729 04:15 PM 30 4 168 202 5 122 23 150 3 2 5 10 28 344 1 373 735 04:30 PM 51 2 185 238 13 137 27 177 1 1 1 3 14 409 0 423 841 04:45 PM 49 6 191 246 5 122 24 151 0 1 2 3 25 340 0 365 765 Total | 179 14 685 878 30 525 94 649 5 7 13 25 98 1417 3 1518] 3070 05:00 PM 42 3 204 249 3 119 18 140 2 2 8 12 25 384 3 412 813 05:15 PM 44 1 225 270 5 165 28 198 0 2 7 9 22 383 1 386 863 05:30 PM 39 3 229 271 4 136 12 152 1 2 9 12 26 417 1 444 879 05:45 PM 42 0 235 277 7 140 28 175 2 1 6 9 33 337 3 373 834 Total | 167 7 893 1067 19 560 86 665 5 7 30 42| 106 1501 8 1615] 3389 Grand Total | 346 21 1578 1945 49 1085 180 1314 10 14 43 67 | 204 2918 11 3133| 6459 Apprch% | 17.8 1.1 81.1 37 826 13.7 149 209 64.2 6.5 93.1 0.4 Total % | 54 03 244 30.1 08 168 28 203] 02 02 07 1 32 452 02 48.5 SR-60 Westbound Ramps San Gabriel Boulevard Kami Buffet Driveway San Gabriel Boulevard Southbound Westbound Northbound Eastbound Start Time | Left | Thru | Right [ App. Total | Left | Thru | Right | App. Total | Left | Thru [ Right | App. Total | Left | Thru | Right | App. Total | Int. Total | Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 42 204 249 3 119 18 140 2 2 8 12 25 384 3 412 813 05:15 PM 44 1 225 270 5 165 28 198 0 2 7 9 22 363 1 386 863 05:30 PM 39 3 229 271 4 136 12 152 1 2 9 12 26 417 1 444 879 05:45 PM 42 0 235 277 7 140 28 175 2 1 6 9 33 337 3 373 834 Total Volume | 167 7 893 1067 19 560 86 665 5 7 30 42 | 106 1501 8 1615] 3389 % App. Total | 16.7 0.7 83.7 29 842 129 119 16.7 714 66 929 05 PHF | .949 .583 .950 .963| .679 .848 .768 840] 625 .875 .833 875] .803 .900 .667 .909 .964 Counts Unlimited, Inc.PO Box 1178 Corona, CA 92878(951) 268-6268 City of Rosemead File Name : 05_RSM_60W_SG PM N/S: SR-60 Westbound Ramps Site Code : 10825555 E/W: San Gabriel Boulevard Start Date : 5/21/2025 Weather: Clear Page No :2 SR-60 Westbound RampsOut In Total199 1067 1266 [893]7] 167]a Thru i Peak Hour Data ! :North g 4 Peak Hour Begins at 05:00 PM «7g To t a l 86 9 1 no G9 9 uj pJ e A s i n o g |a l i g e s ) ue s 12 1 0 1 Total Volume pi T " “Ey [6 1 | Ou t Sa n Ga b r i e l Bo u l e v a r d In 14 5 8 16 1 5 30 7 3 £9 € 2 ©« 1 pLeft Thru Right [s[71 30] [34] [42] [76Out In Total Kami Buffet Driveway Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 04:30 PM 05:00 PM 05:00 PM +0 mins. 42 3 204 249 13 137 27 177 2 2 8 12 25 384 3 412 +15 mins. 44 1 225 270 5 122 24 151 0 2 7 9 22 363 1 386 +30 mins. 39 3 229 271 3 119 18 140 1 2 9 12 26 47 1 444 +45 mins. 42 0 235 277 5 165 28 198 2 1 6 9 33 337 3 373 Total Volume | 167 7 893 1067 26 543 97 666 5 7 30 42] 106 1501 8 1615 % App. Total | 15.7 0.7 83.7 39 815 146 119 16.7 714 66 929 05 PHF | 949 583 .950 .963| .500 .823 .866 841] 625 .875 .833 875] .803 .900 .667 .909 APPENDIX C INTERSECTION ANALYSIS WORKSHEETS APPENDIX C-1 INTERSECTION ANALYSIS WORKSHEETS - EXISTING CONDITIONS Generated with VISTRO Version 2023 (SP 0-9) Vistro File: K:\...\Rosemead AM.vistro Report File: K:\..\1 EX AM.pdf 1515 Walnut Grove Avenue Intersection Analysis Summary Scenario 1 Existing AM 7/9/2025 ID Intersection Name Control Type Method Worst Mvmt VIC Delay (s/veh)| LOS 1 Walnut Grove Ave at Rush St| Signalized ICU1 NB Thru 0.414 - A op [Walnut Oy atWalmart) - gignalized ICU 1 NB Thru 0.329 - A 3 | WalnutGrove Ave at Landis | gi 1i/0q ICU 1 NB Right | 0.346 ; AView Ln Walnut Grove Ave at San .4 Gabriel Blvd Signalized ICU1 WB Thru 0.536 - A SR-60 WB Ramps at San .5 Gabriel Blvd Signalized ICU 1 EB Thru 0.601 - B V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 1: Walnut Grove Ave at Rush St Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.414 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration llr llr llr llr Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1 Entry Pocket Length [ft] 95.00 | 100.00 | 50.00 | 170.00 | 100.00 | 80.00 (295.00 | 100.00 | 295.00 | 160.00 | 100.00 | 160.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 40.00 40.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Base Volume Input [veh/h] 59 564 99 20 398 221 202 16 82 9 5 7 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 59 564 99 20 398 221 202 16 82 9 5 7 Peak Hour Factor 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 16 156 27 6 110 61 56 4 23 2 1 2 Total Analysis Volume [veh/h] 65 623 109 22 439 244 223 18 91 10 6 8 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Protecte |Permiss |Permiss |Protecte |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 1 6 0 5 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag Lead - - Lead - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 004 | 017 | 006 001 | 012 | 0.14 012 | 001 | 005 001 | 000 | 000 Intersection LOS A Intersection V/C 0.414 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 2: Walnut Grove Ave at Walmart Dwy Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.329 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration Ml| | | | F Ml| r Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 Entry Pocket Length [ft] 200.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 17 661 400 90 63 17 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 17 661 400 90 63 17 Peak Hour Factor 0.9570 0.9570 0.9570 0.9570 0.9570 0.9570 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 4 173 104 24 16 4 Total Analysis Volume [veh/h] 18 691 418 94 66 18 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Permissive Permissive Split Split Signal Group 0 6 2 0 3 0 Auxiliary Signal Groups Lead /Lag - - - - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.01 0.19 0.14 0.14 0.04 0.01 Intersection LOS A Intersection VIC 0.329 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 3: Walnut Grove Ave at Landis View Ln Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.346 Intersection Setup Name Approach Northbound Southbound Westbound Lane Configuration | F | | | T Turning Movement Thru Right Left Thru Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No Yes Yes Volumes Name Base Volume Input [veh/h] 733 14 9 439 24 18 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 733 14 9 439 24 18 Peak Hour Factor 0.9570 0.9570 0.9570 0.9570 0.9570 0.9570 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 191 4 2 115 6 5 Total Analysis Volume [veh/h] 766 15 9 459 25 19 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Protected Permissive Split Split Signal Group 6 0 5 2 7 0 Auxiliary Signal Groups Lead /Lag - - Lead - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.22 0.22 0.01 0.13 0.01 0.02 Intersection LOS A Intersection VIC 0.346 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 4: Walnut Grove Ave at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.536 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + 1 + Ml | | F | | r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 0 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 175.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes No Yes No Volumes Name Base Volume Input [veh/h] 3 3 6 409 7 50 50 826 8 0 848 690 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 3 3 6 409 7 50 50 826 8 0 848 690 Peak Hour Factor 0.9170 | 0.9170 | 0.9170 [ 0.9170 | 0.9170 | 0.9170 | 0.9170 | 0.9170 | 0.9170 | 1.0000 | 0.9170 | 0.9170 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 1 1 2 112 2 14 14 225 2 0 231 188 Total Analysis Volume [veh/h] 3 3 7 446 8 55 55 901 9 0 925 752 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s]90 Lost time [s]9.00 Phasing & Timing Control Type Split Split Split Split Split Split [Permiss |Permiss |Permiss |Permiss |Permiss |Overlap Signal Group 0 6 0 0 2 0 0 8 0 0 4 4 Auxiliary Signal Groups 2,4 Lead / Lag Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 000 | 001 | 001 012 | 014 | 0.14 003 | 025 | 025 000 | 026 | 0.09 Intersection LOS A Intersection VIC 0.536 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 5: SR-60 WB Ramps at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.601 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + Ml| F r Ml | | F Ml | | | F Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 1 0 1 0 0 0 1 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 130.00 | 100.00 | 130.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 25.00 30.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes No Yes Volumes Name Base Volume Input [veh/h] 1 7 8 67 6 687 113 1105 1 19 835 246 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 1 7 8 67 6 687 113 1105 1 19 835 246 Peak Hour Factor 0.9070 | 0.9070 | 0.9070 ( 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 0 2 2 18 2 189 31 305 0 5 230 68 Total Analysis Volume [veh/h] 1 8 9 74 7 757 125 1218 1 21 921 271 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 0 6 0 0 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 0.00 0.01 0.01 0.04 0.21 0.21 0.07 0.34 0.34 0.01 0.22 0.22 Intersection LOS B Intersection V/C 0.601 1515 Walnut Grove Avenue Scenario 1: 1 Existing AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) 1515 Walnut Grove Avenue Vistro File: K:\...\Rosemead PM.vistro Scenario 1 Existing PM Report File: K:\..\1 EX PM.pdf 7/9/2025 Intersection Analysis Summary ID Intersection Name Control Type Method Worst Mvmt VIC Delay (s/veh)| LOS 1 Walnut Grove Ave at Rush St| Signalized ICU1 SB Thru 0.522 - A op [Walnut Oy atWalmart) - gignalized ICU 1 SB Thru 0.486 - A g | WalnutGroveAveatlandis | gonniizeq | ICU 1 SBThru | 0.402 i AView Ln Walnut Grove Ave at San .4 Gabriel Blvd Signalized ICU1 SB Thru 0.616 - B SR-60 WB Ramps at San .5 Gabriel Blvd Signalized ICU 1 EB Thru 0.745 - Cc V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 1: Walnut Grove Ave at Rush St Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.522 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration llr llr llr llr Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1 Entry Pocket Length [ft] 95.00 | 100.00 | 50.00 | 170.00 | 100.00 | 80.00 (295.00 | 100.00 | 295.00 | 160.00 | 100.00 | 160.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 40.00 40.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Base Volume Input [veh/h] 103 608 20 12 678 214 262 16 163 63 24 22 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 103 608 20 12 678 214 262 16 163 63 24 22 Peak Hour Factor 0.9550 | 0.9550 | 0.9550 ( 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 27 159 5 3 177 56 69 4 43 16 6 6 Total Analysis Volume [veh/h] 108 637 21 13 710 224 274 17 171 66 25 23 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Protecte |Permiss |Permiss |Protecte |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 1 6 0 5 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag Lead - - Lead - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 006 | 0.18 | 001 001 | 020 | 0.12 0.15 | 000 | 0.10 004 | 001 | 001 Intersection LOS A Intersection V/C 0.522 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 2: Walnut Grove Ave at Walmart Dwy Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.486 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration Ml| | | | F Ml| r Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 Entry Pocket Length [ft] 200.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 19 541 763 140 188 47 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 19 541 763 140 188 47 Peak Hour Factor 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 5 143 201 37 50 12 Total Analysis Volume [veh/h] 20 571 805 148 198 50 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Permissive Permissive Split Split Signal Group 0 6 2 0 3 0 Auxiliary Signal Groups Lead /Lag - - - - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.01 0.16 0.26 0.26 0.11 0.03 Intersection LOS A Intersection VIC 0.486 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 3: Walnut Grove Ave at Landis View Ln Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.402 Intersection Setup Name Approach Northbound Southbound Westbound Lane Configuration | F | | | T Turning Movement Thru Right Left Thru Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No Yes Yes Volumes Name Base Volume Input [veh/h] 634 19 19 867 18 10 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 634 19 19 867 18 10 Peak Hour Factor 0.8480 0.8480 0.8480 0.8480 0.8480 0.8480 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 187 6 6 256 5 3 Total Analysis Volume [veh/h] 748 22 22 1022 21 12 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Protected Permissive Split Split Signal Group 6 0 5 2 7 0 Auxiliary Signal Groups Lead /Lag - - Lead - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.21 0.21 0.01 0.28 0.01 0.02 Intersection LOS A Intersection VIC 0.402 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 4: Walnut Grove Ave at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.616 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + 1 + Ml | | F | | r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 0 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 175.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes No Yes No Volumes Name Base Volume Input [veh/h] 0 2 5 835 8 46 23 781 8 0 842 628 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 0 2 5 835 8 46 23 781 8 0 842 628 Peak Hour Factor 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 1.0000 | 0.9630 | 0.9630 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 0 1 1 217 2 12 6 203 2 0 219 163 Total Analysis Volume [veh/h] 0 2 5 867 8 48 24 811 8 0 874 652 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Split Split Split Split Split Split [Permiss |Permiss |Permiss |Permiss |Permiss |Overlap Signal Group 0 6 0 0 2 0 0 8 0 0 4 4 Auxiliary Signal Groups 2,4 Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 000 | 000 | 000 024 | 026 | 026 001 | 023 | 023 000 | 024 | 000 Intersection LOS B Intersection V/C 0.616 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 5: SR-60 WB Ramps at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: Cc Analysis Period: 15 minutes Volume to Capacity (v/c): 0.745 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + Ml| F r Ml | | F Ml | | | F Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 1 0 1 0 0 0 1 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 130.00 | 100.00 | 130.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 25.00 30.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes No Yes Volumes Name Base Volume Input [veh/h] 5 7 30 167 7 893 106 1501 8 19 560 86 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 5 7 30 167 7 893 106 1501 8 19 560 86 Peak Hour Factor 0.9640 | 0.9640 | 0.9640 ( 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 1 2 8 43 2 232 27 389 2 5 145 22 Total Analysis Volume [veh/h] 5 7 31 173 7 926 110 1557 8 20 581 89 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 0 6 0 0 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 000 | 002 | 002 0.10 | 026 | 026 006 | 043 | 043 001 | 012 | 0.12 Intersection LOS Cc Intersection V/C 0.745 1515 Walnut Grove Avenue Scenario 1: 1 Existing PM Kimley-Horn & Associates, Inc. APPENDIX C-2 INTERSECTION ANALYSIS WORKSHEETS - EXISTING PLUS PROJECT Generated with VISTRO Version 2023 (SP 0-9) 1515 Walnut Grove Avenue Vistro File: K:\...\Rosemead AM.vistro Scenario 2 Existing Plus Project AM Report File: K:\..A\2 EX PP AM.pdf 7/9/2025 Intersection Analysis Summary ID Intersection Name Control Type Method Worst Mvmt VIC Delay (s/veh)| LOS 1 Walnut Grove Ave at Rush St| Signalized ICU1 NB Thru 0.418 - A p Walnut Oy at Walmart) 0 alized ICU 1 NB Thru 0.336 - A 3 | WalnutGrove Ave at Landis | gi 1i/0q ICU 1 NB Thru 0.351 ; AView Ln Walnut Grove Ave at San .4 Gabriel Blvd Signalized ICU1 WB Thru 0.548 - A SR-60 WB Ramps at San . .5 Gabriel Blvd Signalized ICU1 EB Thru 0.609 - B Walnut Grove Ave at North HCM 7th101 Project Dwy Two-way stop Edition EB Left 0.059 13.7 B Walnut Grove Ave at South HCM 7th .102 Project Dwy Two-way stop Edition EB Right 0.051 9.8 A V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 1: Walnut Grove Ave at Rush St Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.418 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration llr llr llr llr Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1 Entry Pocket Length [ft] 95.00 | 100.00 | 50.00 | 170.00 | 100.00 | 80.00 (295.00 | 100.00 | 295.00 | 160.00 | 100.00 | 160.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 40.00 40.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Base Volume Input [veh/h] 59 564 99 20 398 221 202 16 82 9 5 7 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 9 16 0 0 7 0 0 0 5 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 68 580 99 20 405 221 202 16 87 9 5 7 Peak Hour Factor 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 19 160 27 6 112 61 56 4 24 2 1 2 Total Analysis Volume [veh/h] 75 640 109 22 447 244 223 18 96 10 6 8 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Protecte |Permiss |Permiss |Protecte |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 1 6 0 5 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag Lead - - Lead - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 004 | 018 | 006 001 | 012 | 0.14 012 | 001 | 005 001 | 000 | 000 Intersection LOS A Intersection V/C 0.418 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 2: Walnut Grove Ave at Walmart Dwy Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.336 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration Ml| | | | F Ml| r Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 Entry Pocket Length [ft] 200.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 17 661 400 90 63 17 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 25 12 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 17 686 412 90 63 17 Peak Hour Factor 0.9570 0.9570 0.9570 0.9570 0.9570 0.9570 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 4 179 108 24 16 4 Total Analysis Volume [veh/h] 18 717 431 94 66 18 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Permissive Permissive Split Split Signal Group 0 6 2 0 3 0 Auxiliary Signal Groups Lead /Lag - - - - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.01 0.20 0.15 0.15 0.04 0.01 Intersection LOS A Intersection VIC 0.336 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 3: Walnut Grove Ave at Landis View Ln Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.351 Intersection Setup Name Approach Northbound Southbound Westbound Lane Configuration | F | | | T Turning Movement Thru Right Left Thru Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No Yes Yes Volumes Name Base Volume Input [veh/h] 733 14 9 439 24 18 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 16 0 0 38 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 749 14 9 477 24 18 Peak Hour Factor 0.9570 0.9570 0.9570 0.9570 0.9570 0.9570 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 196 4 2 125 6 5 Total Analysis Volume [veh/h] 783 15 9 498 25 19 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Protected Permissive Split Split Signal Group 6 0 5 2 7 0 Auxiliary Signal Groups Lead /Lag - - Lead - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.22 0.22 0.01 0.14 0.01 0.02 Intersection LOS A Intersection VIC 0.351 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 4: Walnut Grove Ave at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.548 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + 1 + Ml | | F | | r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 0 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 175.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes No Yes No Volumes Name Base Volume Input [veh/h] 3 3 6 409 7 50 50 826 8 0 848 690 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 38 0 0 0 0 0 0 0 16 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 3 3 6 447 7 50 50 826 8 0 848 706 Peak Hour Factor 0.9170 | 0.9170 | 0.9170 [ 0.9170 | 0.9170 | 0.9170 | 0.9170 | 0.9170 | 0.9170 | 1.0000 | 0.9170 | 0.9170 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 1 1 2 122 2 14 14 225 2 0 231 192 Total Analysis Volume [veh/h] 3 3 7 487 8 55 55 901 9 0 925 770 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s]90 Lost time [s]9.00 Phasing & Timing Control Type Split Split Split Split Split Split [Permiss |Permiss |Permiss |Permiss |Permiss |Overlap Signal Group 0 6 0 0 2 0 0 8 0 0 4 4 Auxiliary Signal Groups 2,4 Lead / Lag Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 000 | 001 | 001 014 | 015 | 015 003 | 025 | 025 000 | 026 | 008 Intersection LOS A Intersection VIC 0.548 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 5: SR-60 WB Ramps at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.609 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + Ml| F r Ml | | F Ml | | | F Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 1 0 1 0 0 0 1 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 130.00 | 100.00 | 130.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 25.00 30.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes No Yes Volumes Name Base Volume Input [veh/h] 1 7 8 67 6 687 113 1105 1 19 835 246 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 8 19 19 0 0 8 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 1 7 8 67 6 695 132 1124 1 19 843 246 Peak Hour Factor 0.9070 | 0.9070 | 0.9070 ( 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 0 2 2 18 2 192 36 310 0 5 232 68 Total Analysis Volume [veh/h] 1 8 9 74 7 766 146 1239 1 21 929 271 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 0 6 0 0 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 000 | 001 | 001 004 | 021 | 021 008 | 034 | 034 001 | 022 | 022 Intersection LOS B Intersection V/C 0.609 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 101: Walnut Grove Ave at North Project Dwy Control Type: Two-way stop Delay (sec / veh): 13.7 Analysis Method: HCM 7th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.059 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration | | | F T Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 0 678 417 0 0 0 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 12 25 0 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 0 678 417 12 25 0 Peak Hour Factor 0.9500 0.8500 0.9500 0.8500 0.9500 0.9500 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 0 178 110 3 7 0 Total Analysis Volume [veh/h] 0 714 439 13 26 0 Pedestrian Volume [ped/h] 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Priority Scheme Free Free Stop Flared Lane No Storage Area [veh] 0 0 0 Two-Stage Gap Acceptance Yes Number of Storage Spaces in Median 0 0 1 Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.00 0.01 0.00 0.00 0.08 0.00 d_M, Delay for Movement [s/veh] 8.26 0.00 0.00 0.00 13.70 10.15 Movement LOS A A A A B B 95th-Percentile Queue Length [veh/In] 0.00 0.00 0.00 0.00 0.19 0.19 95th-Percentile Queue Length [ft/In] 0.00 0.00 0.00 0.00 4.70 4.70 d_A, Approach Delay [s/veh] 0.00 0.00 13.70 Approach LOS A A B d_I, Intersection Delay [s/veh] 0.30 Intersection LOS B 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 102: Walnut Grove Ave at South Project Dwy Control Type: Two-way stop Delay (sec / veh): 9.8 Analysis Method: HCM 7th Edition Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.051 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration | | | F T Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No No Volumes Name Base Volume Input [veh/h] 0 678 417 0 0 0 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 16 0 0 0 0 38 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 16 678 417 0 0 38 Peak Hour Factor 0.9500 0.8500 0.9500 0.8500 0.9500 0.9500 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 4 178 110 0 0 10 Total Analysis Volume [veh/h] 17 714 439 0 0 40 Pedestrian Volume [ped/h] 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Priority Scheme Free Free Stop Flared Lane No Storage Area [veh] 0 0 0 Two-Stage Gap Acceptance Yes Number of Storage Spaces in Median 0 0 1 Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.02 0.01 0.00 0.00 0.00 0.05 d_M, Delay for Movement [s/veh] 8.24 0.00 0.00 0.00 13.72 9.84 Movement LOS A A A A B A 95th-Percentile Queue Length [veh/In] 0.03 0.01 0.00 0.00 0.186 0.16 95th-Percentile Queue Length [ft/In] 0.71 0.36 0.00 0.00 4.02 4.02 d_A, Approach Delay [s/veh] 0.19 0.00 9.84 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.44 Intersection LOS A 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) 1515 Walnut Grove Avenue Vistro File: K:\...\Rosemead PM.vistro Scenario 2 Existing Plus Project PM Report File: K:\..A\2 EX PP PM.pdf 7/9/2025 Intersection Analysis Summary ID Intersection Name Control Type Method Worst Mvmt VIC Delay (s/veh)| LOS 1 Walnut Grove Ave at Rush St| Signalized ICU 1 SB Thru 0.531 - A op [Walnut Oy atWalmart) - gignalized ICU 1 SB Thru 0.493 - A g | WalnutGroveAveatlandis | gonniizeq | ICU 1 SBThru | 0.411 i AView Ln Walnut Grove Ave at San .4 Gabriel Blvd Signalized ICU1 SB Thru 0.624 - B SR-60 WB Ramps at San . .5 Gabriel Blvd Signalized ICU1 EB Thru 0.755 - Cc Walnut Grove Ave at North HCM 7th101 Project Dwy Two-way stop Edition EB Left 0.067 18.0 Cc Walnut Grove Ave at South HCM 7th .102 Project Dwy Two-way stop Edition EB Right 0.050 11.6 B V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 1: Walnut Grove Ave at Rush St Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.531 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration llr llr llr llr Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1 Entry Pocket Length [ft] 95.00 | 100.00 | 50.00 | 170.00 | 100.00 | 80.00 (295.00 | 100.00 | 295.00 | 160.00 | 100.00 | 160.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 40.00 40.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Base Volume Input [veh/h] 103 608 20 12 678 214 262 16 163 63 24 22 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 7 12 0 0 15 0 0 0 9 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 110 620 20 12 693 214 262 16 172 63 24 22 Peak Hour Factor 0.9550 | 0.9550 | 0.9550 ( 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 29 162 5 3 181 56 69 4 45 16 6 6 Total Analysis Volume [veh/h] 115 649 21 13 726 224 274 17 180 66 25 23 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Protecte |Permiss |Permiss |Protecte |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 1 6 0 5 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag Lead - - Lead - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 006 | 0.18 | 001 001 | 020 | 0.12 0.15 | 000 | 0.10 004 | 001 | 001 Intersection LOS A Intersection V/C 0.531 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 2: Walnut Grove Ave at Walmart Dwy Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.493 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration Ml| | | | F Ml| r Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 Entry Pocket Length [ft] 200.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 19 541 763 140 188 47 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 19 24 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 19 560 787 140 188 47 Peak Hour Factor 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 5 148 208 37 50 12 Total Analysis Volume [veh/h] 20 591 830 148 198 50 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Permissive Permissive Split Split Signal Group 0 6 2 0 3 0 Auxiliary Signal Groups Lead /Lag - - - - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.01 0.16 0.27 0.27 0.11 0.03 Intersection LOS A Intersection VIC 0.493 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 3: Walnut Grove Ave at Landis View Ln Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.411 Intersection Setup Name Approach Northbound Southbound Westbound Lane Configuration | F | | | T Turning Movement Thru Right Left Thru Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No Yes Yes Volumes Name Base Volume Input [veh/h] 634 19 19 867 18 10 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 38 0 0 28 0 0 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 672 19 19 895 18 10 Peak Hour Factor 0.8480 0.8480 0.8480 0.8480 0.8480 0.8480 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 198 6 6 264 5 3 Total Analysis Volume [veh/h] 792 22 22 1055 21 12 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Protected Permissive Split Split Signal Group 6 0 5 2 7 0 Auxiliary Signal Groups Lead /Lag - - Lead - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.23 0.23 0.01 0.29 0.01 0.02 Intersection LOS A Intersection VIC 0.411 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 4: Walnut Grove Ave at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.624 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + 1 + Ml | | F | | r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 0 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 175.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes No Yes No Volumes Name Base Volume Input [veh/h] 0 2 5 835 8 46 23 781 8 0 842 628 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 28 0 0 0 0 0 0 0 38 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 0 2 5 863 8 46 23 781 8 0 842 666 Peak Hour Factor 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 1.0000 | 0.9630 | 0.9630 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 0 1 1 224 2 12 6 203 2 0 219 173 Total Analysis Volume [veh/h] 0 2 5 896 8 48 24 811 8 0 874 692 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s]90 Lost time [s]9.00 Phasing & Timing Control Type Split Split Split Split Split Split [Permiss |Permiss |Permiss |Permiss |Permiss |Overlap Signal Group 0 6 0 0 2 0 0 8 0 0 4 4 Auxiliary Signal Groups 2,4 Lead / Lag Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 000 | 000 | 000 025 | 026 | 026 001 | 023 | 023 000 | 024 | 000 Intersection LOS B Intersection VIC 0.624 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 5: SR-60 WB Ramps at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: Cc Analysis Period: 15 minutes Volume to Capacity (v/c): 0.755 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + Ml| F r Ml | | F Ml | | | F Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 1 0 1 0 0 0 1 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 130.00 | 100.00 | 130.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 25.00 30.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes No Yes Volumes Name Base Volume Input [veh/h] 5 7 30 167 7 893 106 1501 8 19 560 86 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 19 14 14 0 0 19 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 5 7 30 167 7 912 120 1515 8 19 579 86 Peak Hour Factor 0.9640 | 0.9640 | 0.9640 ( 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 1 2 8 43 2 237 31 393 2 5 150 22 Total Analysis Volume [veh/h] 5 7 31 173 7 946 124 1572 8 20 601 89 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 0 6 0 0 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 000 | 002 | 002 0.10 | 026 | 026 007 | 044 | 044 001 | 013 | 013 Intersection LOS Cc Intersection V/C 0.755 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 101: Walnut Grove Ave at North Project Dwy Control Type: Two-way stop Delay (sec / veh): 18.0 Analysis Method: HCM 7th Edition Level Of Service: Cc Analysis Period: 15 minutes Volume to Capacity (v/c): 0.067 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration | | | F T Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 0 560 810 0 0 0 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 24 19 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 0 560 810 24 19 0 Peak Hour Factor 0.9500 0.8500 0.9500 0.8500 0.9500 0.9500 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 0 147 213 6 5 0 Total Analysis Volume [veh/h] 0 589 853 25 20 0 Pedestrian Volume [ped/h] 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Priority Scheme Free Free Stop Flared Lane No Storage Area [veh] 0 0 0 Two-Stage Gap Acceptance Yes Number of Storage Spaces in Median 0 0 1 Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.00 0.01 0.01 0.00 0.07 0.00 d_M, Delay for Movement [s/veh] 9.71 0.00 0.00 0.00 17.98 12.23 Movement LOS A A A A Cc B 95th-Percentile Queue Length [veh/In] 0.00 0.00 0.00 0.00 0.21 0.21 95th-Percentile Queue Length [ft/In] 0.00 0.00 0.00 0.00 5.37 5.37 d_A, Approach Delay [s/veh] 0.00 0.00 17.98 Approach LOS A A C d_I, Intersection Delay [s/veh] 0.24 Intersection LOS Cc 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Level Of Service Report Intersection 102: Walnut Grove Ave at South Project Dwy Control Type: Two-way stop Delay (sec / veh): 11.6 Analysis Method: HCM 7th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.050 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration | | | F T Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No No Volumes Name Base Volume Input [veh/h] 0 560 810 0 0 0 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 In-Process Volume [veh/h] 0 0 0 0 0 0 Site-Generated Trips [veh/h] 38 0 0 0 0 28 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 38 560 810 0 0 28 Peak Hour Factor 0.9500 0.8500 0.9500 0.8500 0.9500 0.9500 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 10 147 213 0 0 7 Total Analysis Volume [veh/h] 40 589 853 0 0 29 Pedestrian Volume [ped/h] 0 0 0 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-9) Intersection Settings Priority Scheme Free Free Stop Flared Lane No Storage Area [veh] 0 0 0 Two-Stage Gap Acceptance Yes Number of Storage Spaces in Median 0 0 1 Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.05 0.01 0.01 0.00 0.00 0.05 d_M, Delay for Movement [s/veh] 9.65 0.00 0.00 0.00 18.12 11.58 Movement LOS A A A A Cc B 95th-Percentile Queue Length [veh/In] 0.07 0.03 0.00 0.00 0.16 0.16 95th-Percentile Queue Length [ft/In] 1.70 0.85 0.00 0.00 3.96 3.96 d_A, Approach Delay [s/veh] 0.61 0.00 11.58 Approach LOS A A B d_I, Intersection Delay [s/veh] 0.48 Intersection LOS B 1515 Walnut Grove Avenue Scenario 2: 2 Existing Plus Project PM Kimley-Horn & Associates, Inc. APPENDIX C-3 INTERSECTION ANALYSIS WORKSHEETS - OPENING YEAR 2029 CUMULATIVE Generated with VISTRO Version 2023 (SP 0-8) Vistro File: K:\...\Rosemead AM.vistro Report File: K:\..\3 OY 29 AM.pdf 1515 Walnut Grove Avenue Scenario 3 Opening Year 2029 AM Intersection Analysis Summary 11/4/2025 ID Intersection Name Control Type Method Worst Mvmt VIC Delay (s/veh)| LOS 1 Walnut Grove Ave at Rush St| Signalized ICU1 NB Thru 0.428 - A op [Walnut Oy atWalmart) - gignalized ICU 1 NB Thru | 0.341 - A 3 | WalnutGrove Ave at Landis | gi 1i/0q ICU 1 NB Right | 0.359 ; AView Ln Walnut Grove Ave at San .4 Gabriel Blvd Signalized ICU1 WB Thru 0.552 - A SR-60 WB Ramps at San .5 Gabriel Blvd Signalized ICU 1 EB Thru 0.618 - B V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 1: Walnut Grove Ave at Rush St Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.428 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration llr llr llr llr Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1 Entry Pocket Length [ft] 95.00 | 100.00 | 50.00 | 170.00 | 100.00 | 80.00 (295.00 | 100.00 | 295.00 | 160.00 | 100.00 | 160.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 40.00 40.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Base Volume Input [veh/h] 59 564 99 20 398 221 202 16 82 9 5 7 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 33 0 0 31 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 60 605 100 20 434 224 205 16 83 9 5 7 Peak Hour Factor 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 17 167 28 6 120 62 57 4 23 2 1 2 Total Analysis Volume [veh/h] 66 668 110 22 479 247 226 18 92 10 6 8 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Protecte |Permiss |Permiss |Protecte |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 1 6 0 5 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag Lead - - Lead - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 004 | 019 | 006 001 | 013 | 0.14 013 | 001 | 005 001 | 000 | 000 Intersection LOS A Intersection V/C 0.428 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 2: Walnut Grove Ave at Walmart Dwy Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.341 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration Ml| | | | F Ml| r Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 Entry Pocket Length [ft] 200.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 17 661 400 90 63 17 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 0 33 31 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 17 703 436 91 64 17 Peak Hour Factor 0.9570 0.9570 0.9570 0.9570 0.9570 0.9570 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 4 184 114 24 17 4 Total Analysis Volume [veh/h] 18 735 456 95 67 18 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Permissive Permissive Split Split Signal Group 0 6 2 0 3 0 Auxiliary Signal Groups Lead /Lag - - - - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.01 0.20 0.15 0.15 0.04 0.01 Intersection LOS A Intersection VIC 0.341 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 3: Walnut Grove Ave at Landis View Ln Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.359 Intersection Setup Name Approach Northbound Southbound Westbound Lane Configuration | F | | | T Turning Movement Thru Right Left Thru Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No Yes Yes Volumes Name Base Volume Input [veh/h] 733 14 9 439 24 18 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 33 0 0 31 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 776 14 9 476 24 18 Peak Hour Factor 0.9570 0.9570 0.9570 0.9570 0.9570 0.9570 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 203 4 2 124 6 5 Total Analysis Volume [veh/h] 811 15 9 497 25 19 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Protected Permissive Split Split Signal Group 6 0 5 2 7 0 Auxiliary Signal Groups Lead /Lag - - Lead - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.23 0.23 0.01 0.14 0.01 0.02 Intersection LOS A Intersection VIC 0.359 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 4: Walnut Grove Ave at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.552 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + 1 + Ml | | F | | r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 0 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 175.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes No Yes No Volumes Name Base Volume Input [veh/h] 3 3 6 409 7 50 50 826 8 0 848 690 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0000 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 0 0 31 0 0 0 0 0 0 0 33 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 3 3 6 446 7 51 51 837 8 0 860 732 Peak Hour Factor 0.9170 | 0.9170 | 0.9170 [ 0.9170 | 0.9170 | 0.9170 | 0.9170 | 0.9170 | 0.9170 | 1.0000 | 0.9170 | 0.9170 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 1 1 2 122 2 14 14 228 2 0 234 200 Total Analysis Volume [veh/h] 3 3 7 486 8 56 56 913 9 0 938 798 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s]90 Lost time [s]9.00 Phasing & Timing Control Type Split Split Split Split Split Split [Permiss |Permiss |Permiss |Permiss |Permiss |Overlap Signal Group 0 6 0 0 2 0 0 8 0 0 4 4 Auxiliary Signal Groups 2,4 Lead / Lag Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 000 | 001 | 001 014 | 015 | 015 003 | 026 | 026 000 | 026 | 0.09 Intersection LOS A Intersection VIC 0.552 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 5: SR-60 WB Ramps at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.618 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + Ml| F r Ml | | F Ml | | | F Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 1 0 1 0 0 0 1 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 130.00 | 100.00 | 130.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 25.00 30.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes No Yes Volumes Name Base Volume Input [veh/h] 1 7 8 67 6 687 113 1105 1 19 835 246 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 0 16 10 0 16 16 16 0 0 16 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 1 7 24 78 6 712 131 1136 1 19 862 249 Peak Hour Factor 0.9070 | 0.9070 | 0.9070 ( 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 0 2 7 21 2 196 36 313 0 5 238 69 Total Analysis Volume [veh/h] 1 8 26 86 7 785 144 1252 1 21 950 275 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 0 6 0 0 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 000 | 002 | 002 005 | 022 | 022 008 | 035 | 035 001 | 023 | 023 Intersection LOS B Intersection V/C 0.618 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) 1515 Walnut Grove Avenue Vistro File: K:\...\Rosemead PM.vistro Scenario 3 Opening Year 2029 PM Report File: K:\..A3 OY 29 PM.pdf 11/11/2025 Intersection Analysis Summary ID Intersection Name Control Type Method Worst Mvmt VIC Delay (s/veh)| LOS 1 Walnut Grove Ave at Rush St| Signalized ICU1 SB Thru 0.548 - A op [Walnut Oy atWalmart) - gignalized ICU 1 SB Thru 0.511 - A g | WalnutGroveAveatlandis | gonniizeq | ICU 1 SBThru | 0.428 i AView Ln Walnut Grove Ave at San .4 Gabriel Blvd Signalized ICU1 SB Thru 0.643 - B SR-60 WB Ramps at San .5 Gabriel Blvd Signalized ICU 1 EB Thru 0.774 - Cc V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 1: Walnut Grove Ave at Rush St Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.548 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration llr llr llr llr Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1 Entry Pocket Length [ft] 95.00 | 100.00 | 50.00 | 170.00 | 100.00 | 80.00 (295.00 | 100.00 | 295.00 | 160.00 | 100.00 | 160.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 40.00 40.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Base Volume Input [veh/h] 103 608 20 12 678 214 262 16 163 63 24 22 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 68 0 0 67 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 104 684 20 12 754 217 266 16 165 64 24 22 Peak Hour Factor 0.9550 | 0.9550 | 0.9550 ( 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 27 179 5 3 197 57 70 4 43 17 6 6 Total Analysis Volume [veh/h] 109 716 21 13 790 227 279 17 173 67 25 23 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Protecte |Permiss |Permiss |Protecte |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 1 6 0 5 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag Lead - - Lead - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 006 | 020 | 001 001 | 022 | 013 0.16 | 000 | 0.10 004 | 001 | 001 Intersection LOS A Intersection V/C 0.548 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 2: Walnut Grove Ave at Walmart Dwy Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.511 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration Ml| | | | F Ml| r Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 Entry Pocket Length [ft] 200.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 19 541 763 140 188 47 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 0 68 67 0 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 19 616 840 142 191 48 Peak Hour Factor 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 5 162 222 37 50 13 Total Analysis Volume [veh/h] 20 650 886 150 201 51 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Permissive Permissive Split Split Signal Group 0 6 2 0 3 0 Auxiliary Signal Groups Lead /Lag - - - - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.01 0.18 0.29 0.29 0.11 0.03 Intersection LOS A Intersection VIC 0.511 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 3: Walnut Grove Ave at Landis View Ln Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.428 Intersection Setup Name Approach Northbound Southbound Westbound Lane Configuration | F | | | T Turning Movement Thru Right Left Thru Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No Yes Yes Volumes Name Base Volume Input [veh/h] 634 19 19 867 18 10 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 68 0 0 67 0 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 71 19 19 948 18 10 Peak Hour Factor 0.8480 0.8480 0.8480 0.8480 0.8480 0.8480 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 210 6 6 279 5 3 Total Analysis Volume [veh/h] 838 22 22 1116 21 12 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Protected Permissive Split Split Signal Group 6 0 5 2 7 0 Auxiliary Signal Groups Lead /Lag - - Lead - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.24 0.24 0.01 0.31 0.01 0.02 Intersection LOS A Intersection VIC 0.428 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 4: Walnut Grove Ave at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.643 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + 1 + Ml | | F | | r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 0 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 175.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes No Yes No Volumes Name Base Volume Input [veh/h] 0 2 5 835 8 46 23 781 8 0 842 628 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0000 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 0 0 67 0 0 0 0 0 0 0 68 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 0 2 5 913 8 47 23 792 8 0 853 705 Peak Hour Factor 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 1.0000 | 0.9630 | 0.9630 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 0 1 1 237 2 12 6 206 2 0 221 183 Total Analysis Volume [veh/h] 0 2 5 948 8 49 24 822 8 0 886 732 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s]90 Lost time [s]9.00 Phasing & Timing Control Type Split Split Split Split Split Split [Permiss |Permiss |Permiss |Permiss |Permiss |Overlap Signal Group 0 6 0 0 2 0 0 8 0 0 4 4 Auxiliary Signal Groups 2,4 Lead / Lag Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 000 | 000 | 000 026 | 028 | 028 001 | 023 | 023 000 | 025 | 000 Intersection LOS B Intersection VIC 0.643 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 5: SR-60 WB Ramps at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: Cc Analysis Period: 15 minutes Volume to Capacity (v/c): 0.774 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + Ml| F r Ml | | F Ml | | | F Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 1 0 1 0 0 0 1 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 130.00 | 100.00 | 130.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 25.00 30.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes No Yes Volumes Name Base Volume Input [veh/h] 5 7 30 167 7 893 106 1501 8 19 560 86 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 0 23 12 0 34 34 34 0 0 34 0 Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 5 7 53 181 7 939 141 1555 8 19 602 87 Peak Hour Factor 0.9640 | 0.9640 | 0.9640 ( 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 1 2 14 a7 2 244 37 403 2 5 156 23 Total Analysis Volume [veh/h] 5 7 55 188 7 974 146 1613 8 20 624 90 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 0 6 0 0 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 000 | 004 | 004 0.10 | 027 | 027 008 | 045 | 045 001 | 013 | 013 Intersection LOS Cc Intersection V/C 0.774 1515 Walnut Grove Avenue Scenario 3: 3 Opening Year 2029 PM Kimley-Horn & Associates, Inc. APPENDIX C-4 INTERSECTION ANALYSIS WORKSHEETS - OPENING YEAR 2029 CUMULATIVE PLUS PROJECT Generated with VISTRO Version 2023 (SP 0-8) Vistro File: K:\...\Rosemead PM.vistro Report File: K:\..\4 OY 29 PP PM.pdf 1515 Walnut Grove Avenue Scenario 4 Opening Year 2029 Plus Project PM Intersection Analysis Summary 11/4/2025 ID Intersection Name Control Type Method Worst Mvmt VIC Delay (s/veh)| LOS 1 Walnut Grove Ave at Rush St| Signalized ICU1 SB Thru 0.556 - A p [Walnut Oy at Walmart]; nalized ICU 1 SB Right 0.518 - A g | WalnutGroveAveatlandis | gonniizeq | ICU 1 SBThru | 0.438 i AView Ln Walnut Grove Ave at San .4 Gabriel Blvd Signalized ICU1 SB Thru 0.651 - B SR-60 WB Ramps at San . .5 Gabriel Blvd Signalized ICU1 EB Thru 0.784 - Cc Walnut Grove Ave at North HCM 7th101 Project Dwy Two-way stop Edition EB Left 0.075 19.6 Cc Walnut Grove Ave at South HCM 7th .102 Project Dwy Two-way stop Edition EB Right 0.054 12.0 B V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 1: Walnut Grove Ave at Rush St Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.556 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration llr llr llr llr Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1 Entry Pocket Length [ft] 95.00 | 100.00 | 50.00 | 170.00 | 100.00 | 80.00 (295.00 | 100.00 | 295.00 | 160.00 | 100.00 | 160.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 40.00 40.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Base Volume Input [veh/h] 103 608 20 12 678 214 262 16 163 63 24 22 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 68 0 0 67 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 7 12 0 0 15 0 0 0 9 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 111 696 20 12 769 217 266 16 174 64 24 22 Peak Hour Factor 0.9550 | 0.9550 | 0.9550 ( 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 | 0.9550 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 29 182 5 3 201 57 70 4 46 17 6 6 Total Analysis Volume [veh/h] 116 729 21 13 805 227 279 17 182 67 25 23 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Protecte |Permiss |Permiss |Protecte |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 1 6 0 5 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag Lead - - Lead - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 006 | 020 | 001 001 | 022 | 013 0.16 | 000 | 0.10 004 | 001 | 001 Intersection LOS A Intersection V/C 0.556 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 2: Walnut Grove Ave at Walmart Dwy Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.518 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration Ml| | | | F Ml| r Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 Entry Pocket Length [ft] 200.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 19 541 763 140 188 47 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 0 68 67 0 0 0 Site-Generated Trips [veh/h] 0 19 24 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 19 635 864 142 191 48 Peak Hour Factor 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 5 167 228 37 50 13 Total Analysis Volume [veh/h] 20 670 911 150 201 51 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Permissive Permissive Split Split Signal Group 0 6 2 0 3 0 Auxiliary Signal Groups Lead /Lag - - - - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.01 0.19 0.29 0.29 0.11 0.03 Intersection LOS A Intersection VIC 0.518 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 3: Walnut Grove Ave at Landis View Ln Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.438 Intersection Setup Name Approach Northbound Southbound Westbound Lane Configuration | F | | | T Turning Movement Thru Right Left Thru Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No Yes Yes Volumes Name Base Volume Input [veh/h] 634 19 19 867 18 10 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 68 0 0 67 0 0 Site-Generated Trips [veh/h] 38 0 0 28 0 0 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 749 19 19 974 18 10 Peak Hour Factor 0.8480 0.8480 0.8480 0.8480 0.8480 0.8480 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 221 6 6 287 5 3 Total Analysis Volume [veh/h] 883 22 22 1149 21 12 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Protected Permissive Split Split Signal Group 6 0 5 2 7 0 Auxiliary Signal Groups Lead /Lag - - Lead - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.25 0.25 0.01 0.32 0.01 0.02 Intersection LOS A Intersection VIC 0.438 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 4: Walnut Grove Ave at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.651 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + 1 + Ml | | F | | r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 0 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 175.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes No Yes No Volumes Name Base Volume Input [veh/h] 0 2 5 835 8 46 23 781 8 0 842 628 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0000 | 1.0136 | 1.0138 In-Process Volume [veh/h] 0 0 0 67 0 0 0 0 0 0 0 68 Site-Generated Trips [veh/h] 0 0 0 28 0 0 0 0 0 0 0 38 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 0 2 5 941 8 47 23 792 8 0 853 743 Peak Hour Factor 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 0.9630 | 1.0000 | 0.9630 | 0.9630 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 0 1 1 244 2 12 6 206 2 0 221 193 Total Analysis Volume [veh/h] 0 2 5 977 8 49 24 822 8 0 886 772 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Split Split Split Split Split Split [Permiss |Permiss |Permiss |Permiss |Permiss |Overlap Signal Group 0 6 0 0 2 0 0 8 0 0 4 4 Auxiliary Signal Groups 2,4 Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 000 | 000 | 000 027 | 029 | 029 001 | 023 | 023 000 | 025 | 000 Intersection LOS B Intersection V/C 0.651 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 5: SR-60 WB Ramps at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: Cc Analysis Period: 15 minutes Volume to Capacity (v/c): 0.784 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + Ml| F r Ml | | F Ml | | | F Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 1 0 1 0 0 0 1 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 130.00 | 100.00 | 130.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 25.00 30.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes No Yes Volumes Name Base Volume Input [veh/h] 5 7 30 167 7 893 106 1501 8 19 560 86 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 0 23 12 0 34 34 34 0 0 34 0 Site-Generated Trips [veh/h] 0 0 0 0 0 19 14 14 0 0 19 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 5 7 53 181 7 958 155 1569 8 19 621 87 Peak Hour Factor 0.9640 | 0.9640 | 0.9640 ( 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 | 0.9640 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 1 2 14 47 2 248 40 407 2 5 161 23 Total Analysis Volume [veh/h] 5 7 55 188 7 994 161 1628 8 20 644 90 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 0 6 0 0 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 000 | 004 | 004 010 | 028 | 028 009 | 045 | 045 001 | 014 | 0.14 Intersection LOS Cc Intersection V/C 0.784 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 101: Walnut Grove Ave at North Project Dwy Control Type: Two-way stop Delay (sec / veh): 19.6 Analysis Method: HCM 7th Edition Level Of Service: Cc Analysis Period: 15 minutes Volume to Capacity (v/c): 0.075 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration | | | F T Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 0 560 810 0 0 0 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 0 68 67 0 0 0 Site-Generated Trips [veh/h] 0 0 0 24 19 0 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 0 636 888 24 19 0 Peak Hour Factor 0.9500 0.8500 0.9500 0.8500 0.9500 0.9500 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 0 167 234 6 5 0 Total Analysis Volume [veh/h] 0 669 935 25 20 0 Pedestrian Volume [ped/h] 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Priority Scheme Free Free Stop Flared Lane No Storage Area [veh] 0 0 0 Two-Stage Gap Acceptance Yes Number of Storage Spaces in Median 0 0 1 Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.00 0.01 0.01 0.00 0.07 0.00 d_M, Delay for Movement [s/veh] 10.05 0.00 0.00 0.00 19.59 12.86 Movement LOS B A A A Cc B 95th-Percentile Queue Length [veh/In] 0.00 0.00 0.00 0.00 0.24 0.24 95th-Percentile Queue Length [ft/In] 0.00 0.00 0.00 0.00 6.03 6.03 d_A, Approach Delay [s/veh] 0.00 0.00 19.59 Approach LOS A A C d_I, Intersection Delay [s/veh] 0.24 Intersection LOS Cc 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 102: Walnut Grove Ave at South Project Dwy Control Type: Two-way stop Delay (sec / veh): 12.0 Analysis Method: HCM 7th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.054 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration | | | F T Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No No Volumes Name Base Volume Input [veh/h] 0 560 810 0 0 0 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 0 68 67 0 0 0 Site-Generated Trips [veh/h] 38 0 0 0 0 28 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 38 636 888 0 0 28 Peak Hour Factor 0.9500 0.8500 0.9500 0.8500 0.9500 0.9500 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 10 167 234 0 0 7 Total Analysis Volume [veh/h] 40 669 935 0 0 29 Pedestrian Volume [ped/h] 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Priority Scheme Free Free Stop Flared Lane No Storage Area [veh] 0 0 0 Two-Stage Gap Acceptance Yes Number of Storage Spaces in Median 0 0 1 Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.05 0.01 0.01 0.00 0.00 0.05 d_M, Delay for Movement [s/veh] 9.99 0.00 0.00 0.00 19.64 12.02 Movement LOS A A A A Cc B 95th-Percentile Queue Length [veh/In] 0.07 0.03 0.00 0.00 0.17 0.17 95th-Percentile Queue Length [ft/In] 1.70 0.85 0.00 0.00 4.23 4.23 d_A, Approach Delay [s/veh] 0.56 0.00 12.02 Approach LOS A A B d_I, Intersection Delay [s/veh] 0.45 Intersection LOS B 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project PM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) 1515 Walnut Grove Avenue Vistro File: K:\...\Rosemead AM.vistro Scenario 4 Opening Year 2029 Plus Project AM Report File: K:\...\4 OY 29 PP AM.pdf 11/4/2025 Intersection Analysis Summary ID Intersection Name Control Type Method Worst Mvmt VIC Delay (s/veh)| LOS 1 Walnut Grove Ave at Rush St| Signalized ICU 1 NB Thru 0.433 - A op [Walnut Oy atWalmart) - gignalized ICU 1 NB Thru 0.349 - A g | WalnutGroveAveatlandis | gonniizeq | ICU 1 NB Thru | 0.364 i AView Ln Walnut Grove Ave at San .4 Gabriel Blvd Signalized ICU1 WB Thru 0.563 - A SR-60 WB Ramps at San . .5 Gabriel Blvd Signalized ICU1 EB Thru 0.626 - B Walnut Grove Ave at North HCM 7th101 Project Dwy Two-way stop Edition EB Left 0.062 14.2 B Walnut Grove Ave at South HCM 7th .102 Project Dwy Two-way stop Edition EB Right 0.052 10.0 A V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 1: Walnut Grove Ave at Rush St Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.433 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration llr llr llr llr Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 1 Entry Pocket Length [ft] 95.00 | 100.00 | 50.00 | 170.00 | 100.00 | 80.00 (295.00 | 100.00 | 295.00 | 160.00 | 100.00 | 160.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 40.00 40.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Base Volume Input [veh/h] 59 564 99 20 398 221 202 16 82 9 5 7 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 33 0 0 31 0 0 0 0 0 0 0 Site-Generated Trips [veh/h] 9 16 0 0 7 0 0 0 5 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 69 621 100 20 441 224 205 16 88 9 5 7 Peak Hour Factor 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 | 0.9060 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 19 171 28 6 122 62 57 4 24 2 1 2 Total Analysis Volume [veh/h] 76 685 110 22 487 247 226 18 97 10 6 8 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Protecte |Permiss |Permiss |Protecte |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 1 6 0 5 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag Lead - - Lead - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 004 | 019 | 006 001 | 014 | 0.14 013 | 001 | 005 001 | 000 | 000 Intersection LOS A Intersection V/C 0.433 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 2: Walnut Grove Ave at Walmart Dwy Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.349 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration Ml| | | | F Ml| r Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 Entry Pocket Length [ft] 200.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 17 661 400 90 63 17 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 0 33 31 0 0 0 Site-Generated Trips [veh/h] 0 25 12 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 17 728 448 91 64 17 Peak Hour Factor 0.9570 0.9570 0.9570 0.9570 0.9570 0.9570 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 4 190 117 24 17 4 Total Analysis Volume [veh/h] 18 761 468 95 67 18 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Permissive Permissive Split Split Signal Group 0 6 2 0 3 0 Auxiliary Signal Groups Lead /Lag - - - - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.01 0.21 0.16 0.16 0.04 0.01 Intersection LOS A Intersection VIC 0.349 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 3: Walnut Grove Ave at Landis View Ln Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.364 Intersection Setup Name Approach Northbound Southbound Westbound Lane Configuration | F | | | T Turning Movement Thru Right Left Thru Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 1 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No Yes Yes Volumes Name Base Volume Input [veh/h] 733 14 9 439 24 18 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 33 0 0 31 0 0 Site-Generated Trips [veh/h] 16 0 0 38 0 0 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 792 14 9 514 24 18 Peak Hour Factor 0.9570 0.9570 0.9570 0.9570 0.9570 0.9570 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 207 4 2 134 6 5 Total Analysis Volume [veh/h] 828 15 9 537 25 19 Pedestrian Volume [ped/h] 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permissive Permissive Protected Permissive Split Split Signal Group 6 0 5 2 7 0 Auxiliary Signal Groups Lead /Lag - - Lead - Lead - Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 0.23 0.23 0.01 0.15 0.01 0.02 Intersection LOS A Intersection VIC 0.364 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 4: Walnut Grove Ave at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.563 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + 1 + Ml | | F | | r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 0 0 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 175.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes No Yes No Volumes Name Base Volume Input [veh/h] 3 3 6 409 7 50 50 826 8 0 848 690 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0000 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 0 0 31 0 0 0 0 0 0 0 33 Site-Generated Trips [veh/h] 0 0 0 38 0 0 0 0 0 0 0 16 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 3 3 6 484 7 51 51 837 8 0 860 748 Peak Hour Factor 0.9170 | 0.9170 | 0.9170 [ 0.9170 | 0.9170 | 0.9170 | 0.9170 | 0.9170 | 0.9170 | 1.0000 | 0.9170 | 0.9170 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 1 1 2 132 2 14 14 228 2 0 234 204 Total Analysis Volume [veh/h] 3 3 7 528 8 56 56 913 9 0 938 816 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s]90 Lost time [s]9.00 Phasing & Timing Control Type Split Split Split Split Split Split [Permiss |Permiss |Permiss |Permiss |Permiss |Overlap Signal Group 0 6 0 0 2 0 0 8 0 0 4 4 Auxiliary Signal Groups 2,4 Lead / Lag Movement, Approach, & Intersection Results VIC, Movement V/C Ratio 000 | 001 | 001 015 | 016 | 0.16 003 | 026 | 026 000 | 026 | 008 Intersection LOS A Intersection VIC 0.563 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 5: SR-60 WB Ramps at San Gabriel Blvd Control Type: Signalized Delay (sec / veh): - Analysis Method: ICU 1 Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.626 Intersection Setup Name Approach Northbound Southbound Eastbound Westbound Lane Configuration + Ml| F r Ml | | F Ml | | | F Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 1 0 1 0 0 0 1 0 0 Entry Pocket Length [ft] 100.00 | 100.00 | 100.00 | 130.00 | 100.00 | 130.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 | 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 25.00 30.00 45.00 45.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes No Yes Volumes Name Base Volume Input [veh/h] 1 7 8 67 6 687 113 1105 1 19 835 246 Base Volume Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.0136 | 1.01386 In-Process Volume [veh/h] 0 0 16 10 0 16 16 16 0 0 16 0 Site-Generated Trips [veh/h] 0 0 0 0 0 8 19 19 0 0 8 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 1 7 24 78 6 720 150 1155 1 19 870 249 Peak Hour Factor 0.9070 | 0.9070 | 0.9070 ( 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 | 0.9070 Other Adjustment Factor 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 | 1.0000 Total 15-Minute Volume [veh/h] 0 2 7 21 2 198 41 318 0 5 240 69 Total Analysis Volume [veh/h] 1 8 26 86 7 794 165 1273 1 21 959 275 Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Cycle Length [s] 90 Lost time [s] 9.00 Phasing & Timing Control Type Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss |Permiss Signal Group 0 6 0 0 2 0 0 8 0 0 4 0 Auxiliary Signal Groups Lead / Lag - - - - - - - - - - - - Movement, Approach, & Intersection Results VIC, MovementV/C Ratio 000 | 002 | 002 005 | 022 | 022 009 | 035 | 035 001 | 023 | 023 Intersection LOS B Intersection V/C 0.626 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 101: Walnut Grove Ave at North Project Dwy Control Type: Two-way stop Delay (sec / veh): 14.2 Analysis Method: HCM 7th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.062 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration | | | F T Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No Yes Volumes Name Base Volume Input [veh/h] 0 678 417 0 0 0 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 0 33 31 0 0 0 Site-Generated Trips [veh/h] 0 0 0 12 25 0 Diverted Trips [veh/h] 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 Total Hourly Volume [veh/h] 0 720 454 12 25 0 Peak Hour Factor 0.9500 0.8500 0.9500 0.8500 0.9500 0.9500 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 0 189 119 3 7 0 Total Analysis Volume [veh/h] 0 758 478 13 26 0 Pedestrian Volume [ped/h] 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Priority Scheme Free Free Stop Flared Lane No Storage Area [veh] 0 0 0 Two-Stage Gap Acceptance Yes Number of Storage Spaces in Median 0 0 1 Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.00 0.01 0.00 0.00 0.08 0.00 d_M, Delay for Movement [s/veh] 8.37 0.00 0.00 0.00 14.22 10.34 Movement LOS A A A A B B 95th-Percentile Queue Length [veh/In] 0.00 0.00 0.00 0.00 0.20 0.20 95th-Percentile Queue Length [ft/In] 0.00 0.00 0.00 0.00 4.97 4.97 d_A, Approach Delay [s/veh] 0.00 0.00 14.22 Approach LOS A A B d_I, Intersection Delay [s/veh] 0.29 Intersection LOS B 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Level Of Service Report Intersection 102: Walnut Grove Ave at South Project Dwy Control Type: Two-way stop Delay (sec / veh): 10.0 Analysis Method: HCM 7th Edition Level Of Service: A Analysis Period: 15 minutes Volume to Capacity (v/c): 0.052 Intersection Setup Name Approach Northbound Southbound Eastbound Lane Configuration | | | F T Turning Movement Left Thru Thru Right Left Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 Speed [mph] 45.00 45.00 25.00 Grade [%] 0.00 0.00 0.00 Crosswalk No No No Volumes Name Base Volume Input [veh/h] 0 678 417 0 0 0 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Growth Factor 1.0136 1.0136 1.0136 1.0136 1.0136 1.0136 In-Process Volume [veh/h] 0 33 31 0 0 0 Site-Generated Trips [veh/h] 16 0 0 0 0 38 Diverted Trips [veh/h] 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 Total Hourly Volume [veh/h] 16 720 454 0 0 38 Peak Hour Factor 0.9500 0.8500 0.9500 0.8500 0.9500 0.9500 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 4 189 119 0 0 10 Total Analysis Volume [veh/h] 17 758 478 0 0 40 Pedestrian Volume [ped/h] 0 0 0 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. Generated with VISTRO Version 2023 (SP 0-8) Intersection Settings Priority Scheme Free Free Stop Flared Lane No Storage Area [veh] 0 0 0 Two-Stage Gap Acceptance Yes Number of Storage Spaces in Median 0 0 1 Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.02 0.01 0.00 0.00 0.00 0.05 d_M, Delay for Movement [s/veh] 8.35 0.00 0.00 0.00 14.21 9.98 Movement LOS A A A A B A 95th-Percentile Queue Length [veh/In] 0.03 0.01 0.00 0.00 0.17 0.17 95th-Percentile Queue Length [ft/In] 0.71 0.36 0.00 0.00 4.15 4.15 d_A, Approach Delay [s/veh] 0.18 0.00 9.98 Approach LOS A A A d_I, Intersection Delay [s/veh] 0.42 Intersection LOS A 1515 Walnut Grove Avenue Scenario 4: 4 Opening Year 2029 Plus Project AM Kimley-Horn & Associates, Inc. APPENDIX D CUMULATIVE PROJECTS INFORMATION TO T A L CU M U L A T I V E PR O J E C T S TR A F F I C AM Pe a k Ho u r NB L NB T NB R SB L SB T SB R EB L EB T EB R WB L WB T WB R 1 Wa l n u t Gr o v e Av e at Ru s h St 0 33 0 0 31 0 0 0 0 0 0 0 2 Wa l n u t Gr o v e Av e at Wa l m a r t Dw y 0 33 0 0 31 0 0 0 0 0 0 0 3 Wa l n u t Gr o v e Av e at La n d i s Vi e w La n e 0 33 0 0 31 0 0 0 0 0 0 0 4 Wa l n u t Gr o v e Av e at Sa n Ga b r i e l Bl v d 0 0 0 31 0 0 0 0 0 0 0 33 5 Sa n Ga b r i e l Bl v d at SR - 6 0 We s t Ra m p s 0 0 16 10 0 16 16 16 0 0 16 0 6 Wa l n u t Gr o v e Av e at N Pr o j e c t Dw y 0 33 0 0 31 0 0 0 0 0 0 0 7 Wa l n u t Gr o v e Av e at S Pr o j e c t Dw y 0 33 0 0 31 0 0 0 0 0 0 0 PM Pe a k Ho u r NB L NB T NB R SB L SB T SB R EB L EB T EB R WB L WB T WB R 1 Wa l n u t Gr o v e Av e at Ru s h St 0 68 0 0 67 0 0 0 0 0 0 0 2 Wa l n u t Gr o v e Av e at Wa l m a r t Dw y 0 68 0 0 67 0 0 0 0 0 0 0 3 Wa l n u t Gr o v e Av e at La n d i s Vi e w La n e 0 68 0 0 67 0 0 0 0 0 0 0 4 Wa l n u t Gr o v e Av e at Sa n Ga b r i e l Bl v d 0 0 0 67 0 0 0 0 0 0 0 68 5 Sa n Ga b r i e l Bl v d at SR - 6 0 We s t Ra m p s 0 0 23 12 0 34 34 34 0 0 34 0 6 Wa l n u t Gr o v e Av e at N Pr o j e c t Dw y 0 68 0 0 67 0 0 0 0 0 0 0 7 Wa l n u t Gr o v e Av e at S Pr o j e c t Dw y 0 68 0 0 67 0 0 0 0 0 0 0 | Re l a t e d Pr o j e c t s Tr i p Di s t r i b u t i o n , To t a l s 7/ 2 4 / 2 0 2 5 , 4: 4 6 PM Wa l n u t Gr o v e Av e at Ru s h St Mir r o r dis t r i b u t i o n ? [| En t i r e In t e r s e c t i o n TO T A L CU M U L A T I V E PR O J E C T S TR A F F I C Pk Hr NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R \ mi r r o r di s t r i b u t i o n ? [i AM In 0 | 33 | 0 0 0 0 0 0 0 0 0 0 AM Ou t 0 0 0 0 31 0 0 0 0 0 0 0 AM To t 0 | 33 ] 0 0 | 31 | © 0 0 0 0 o JI N PM In 0 68 0 0 0 0 0 0 0 0 0 0 PM Ou t 0 0 0 0 67 | © 0 0 0 0 0 0 PM To t — 68 0 0 67 0 0 0 0 0 J Pz o n e # | No r t h Pr o j e c t s Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R | [| Pk H r [T G e n | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R AM In 10 % if pe p e . AM I n | 32 6 | © 33 0 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 31 1 | © 0 0 0 31 0 0 0 0 0 0 0 PM I i n | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% 0% | 0% |[ P m i n | 67 5 | © 68 0 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 67 3 [| © 0 0 0 67 | © 0 0 0 0 0 0 Zo n e # | So u t h Pr o j e c t Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R ] [ Pk H r | TG e n [ NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T |WH I } AM In nl AM In 51 0 0 0 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM Ou t | 40 0 0 0 0 0 0 0 0 0 0 0 0 PM I n | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m M I n 60 0 0 0 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 58 0 0 0 0 0 0 0 0 0 0 0 0 Re l a t e d Pr o j e c t s Tr i p Di s t r i b u t i o n , In t l 7/ 2 4 / 2 0 2 5 , 4: 4 6 PM Wa l n u t Gr o v e Av e at Wa l m a r t Dw y [| TO T A L CU M U L A T I V E PR O J E C T S TR A F F I C Pk Hr NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R \ [| AM In 0 33 0 0 0 0 0 0 0 0 0 0 AM Ou t 0 0 0 0 | 31 | o 0 0 0 0 0 0 AM To t 0 33 0 0 31 0 0 0 0 0 o JI N PM In 0 | 68 | © 0 0 0 0 0 0 0 0 0 PM Ou t 0 0 0 0 | 67 | © 0 0 0 0 0 0 PM To t — 68 0 0 67 0 0 0 0 0 J Pz o n e # | No r t h Pr o j e c t s Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R | [| Pk H r [T G e n | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R AM In 10 % al pe g s AM I n | 32 6 | 0 | 33 | © 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 31 1 | © 0 0 0 | 31 | © 0 0 0 0 0 0 PM I i n | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% 0% | 0% |[ P M m i n | 67 5 | 0 | 68 | © 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 67 3 [| © 0 0 0 | 67 | © 0 0 0 0 0 0 Zo n e # | So u t h Pr o j e c t Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R ] [ Pk H r | TG e n [ NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T |WH I } AM In in l AM I n | 51 | 0 0 0 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 40 | © 0 0 0 0 0 0 0 0 0 0 0 PM I n | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m M I n 60 | © 0 0 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 58 | © 0 0 0 0 0 0 0 0 0 0 0 Re l a t e d Pr o j e c t s Tr i p Di s t r i b u t i o n , In t 2 7/ 2 4 / 2 0 2 5 , 4: 4 6 PM Wa l n u t Gr o v e Av e at La n d i s Vie w La n e [| ] TO T A L CU M U L A T I V E PR O J E C T S TR A F F I C Pk Hr NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB I \ [| ] AM In 0 33 0 0 0 0 0 0 0 0 0 0 AM Ou t 0 0 0 0 31 0 0 0 0 0 0 0 AM To t 0 33 0 0 31 0 0 0 0 0 0 PM In 0 68 0 0 0 0 0 0 0 0 0 0 PM Ou t 0 0 0 0 67 | © 0 0 0 0 0 0 PM To t | 68 | © 0 | 67 | © 0 0 0 0 > | Pz o n e i || No r t h Pr o j e c t s Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R | [| Pk H r [T G e n | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R AM In 10 % a AM I n | 32 6 | © 33 0 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 31 1 | © 0 0 0 31 0 0 0 0 0 0 0 PM I n | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% 0% | 0% | [P M m i I n | 67 5 | © 68 0 0 0 0 0 0 0 0 0 0 PM O U t | 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [p m o u t | 67 3 | © 0 0 0 67 | © 0 0 0 0 0 0 | Zo n e # | So u t h Pr o j e c t Pk Hr | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R | [ Pk H r [T G e n | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | Wa T |WI AM In a AM In 51 0 0 0 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM Ou t | 40 0 0 0 0 0 0 0 0 0 0 0 0 PM I n | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m I n 60 0 0 0 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 58 0 0 0 0 0 0 0 0 0 0 0 0 Re l a t e d Pr o j e c t s Tr i p Di s t r i b u t i o n , In t 3 7/ 2 4 / 2 0 2 5 , 4: 4 6 PM Wa l n u t Gr o v e Av e at Sa n Ga b r i e l Blv d [| TO T A L CU M U L A T I V E PR O J E C T S TR A F F I C Pk Hr NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R Y [| AM In 0 0 0 0 0 0 0 0 0 0 0 33 AM Ou t 0 0 o | 31 | o 0 0 0 0 0 0 0 AM To t 0 0 0 31 0 0 0 0 0 0 o JI N PM In 0 0 0 0 0 0 0 0 0 0 0 | 68 PM Ou t 0 0 0 | 67 | © 0 0 0 0 0 0 0 PM To t J me 0 0 67 0 0 0 0 0 0 0p Pz o n e # | No r t h Pr o j e c t s Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R | [| Pk H r [T G e n | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R AM In hi g pu p s AM I n | 32 6 | © 0 0 0 0 0 0 0 0 0 0 | 33 Y 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 31 1 | © 0 0 | 31 | o 0 0 0 0 0 0 0 PM I i n | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% 0% | 10 % | [P m i n | 67 5 | © 0 0 0 0 0 0 0 0 0 0 | 68 PM O u t | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 67 3 [| © 0 0 | 67 | © 0 0 0 0 0 0 0 Zo n e # | So u t h Pr o j e c t Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R ] [ Pk H r | TG e n [ NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T |WH I } AM In in l AM I n | 51 | 0 0 0 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 40 | © 0 0 0 0 0 0 0 0 0 0 0 PM I n | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m M I n 60 | © 0 0 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 58 | © 0 0 0 0 0 0 0 0 0 0 0 Re l a t e d Pr o j e c t s Tr i p Di s t r i b u t i o n , In t 4 7/ 2 4 / 2 0 2 5 , 4: 4 6 PM Sa n Ga b r i e l Blv d at SR - 6 0 We s t Ra m p s [| TO T A L CU M U L A T I V E PR O J E C T S TR A F F I C Pk Hr NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R Y [| AM In 0 0 0 10 0 16 0 0 0 0 16 0 AM Ou t 0 0 | 16 | 0 0 0 6 | 16 | © 0 0 0 AM To t 0 0 | 6 | 10 0 ] 0 | 16 ] 16 ] 16 | 0 0 | 16 PM In 0 0 0 | 2] o | 33 0 0 0 0 | 34 | 0 PM Ou t 0 0 | 23 [| © 0 0 | 34 | 38 | 0 0 0 0 PM To t J me 0 23 | 12 0 34 | 34 | 34 0 0 3 JR Pz o n e # | No r t h Pr o j e c t s | Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R | [| Pk H r [T G e n | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R AM In — 8 AB . an AM I n | 32 6 | © 0 0 0 0 | 16 [| 0 0 0 0 | 16 | © Gk J 0% | 5% | 5% | 0% | 0% | 0% | O% | ] NI T 3 [ | [a m o u t | 31 2 | © 0 0 0 0 0 6 | 16 | © 0 0 0 0% | 0% | 0% 5% | 0% | [P M i n | 67 5 | © 0 0 0 0 | 34 | 0 0 0 0 | 3 | 0 PM O u t | 0% | 0% | 0% | 0% | 0% | 0% | 5% | 5% | 0% | 0% | 0% | 0% | [P m o u t | 67 3 [| © 0 0 0 0 0 | 3¢ | 38 | o 0 0 0 Zo n e # | So u t h Pr o j e c t | Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R ] [ Pk H r | TG e n [ NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T |WH I } AM In 20 % AM I n | 51 | 0 0 0 | 10 ] 0 0 0 0 0 0 0 0 N AM O u t | 40 | © 0 | 16 | 0 0 0 0 0 0 0 0 0 PM I i n | 0% | 0% | 0% | 20 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m M I n 60 | © 0 0 | 12 | © 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 40 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 58 | © 0 | 3 [| o 0 0 0 0 0 0 0 0 Re l a t e d Pr o j e c t s Tr i p Di s t r i b u t i o n , In t 5 7/ 2 4 / 2 0 2 5 , 4: 4 6 PM Wa l n u t Gr o v e Av e at N Pr o j e c t Dw y [| TO T A L CU M U L A T I V E PR O J E C T S TR A F F I C Pk Hr NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R \ [| AM In 0 33 0 0 0 0 0 0 0 0 0 0 AM Ou t 0 0 0 0 | 31 | o 0 0 0 0 0 0 AM To t 0 33 0 0 31 0 0 0 0 0 o JI N PM In 0 | 68 | © 0 0 0 0 0 0 0 0 0 PM Ou t 0 0 0 0 | 67 | © 0 0 0 0 0 0 PM To t — 68 0 0 67 0 0 0 0 0 J Pz o n e # | No r t h Pr o j e c t s Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R | [| Pk H r [T G e n | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R AM In 10 % al pe g s AM I n | 32 6 | 0 | 33 | © 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 31 1 | © 0 0 0 | 31 | © 0 0 0 0 0 0 PM I i n | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% 0% | 0% |[ P M m i n | 67 5 | 0 | 68 | © 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 67 3 [| © 0 0 0 | 67 | © 0 0 0 0 0 0 Zo n e # | So u t h Pr o j e c t Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R ] [ Pk H r | TG e n [ NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T |WH I } AM In in l AM I n | 51 | 0 0 0 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 40 | © 0 0 0 0 0 0 0 0 0 0 0 PM I n | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m M I n 60 | © 0 0 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 58 | © 0 0 0 0 0 0 0 0 0 0 0 Re l a t e d Pr o j e c t s Tr i p Di s t r i b u t i o n , In t 6 7/ 2 4 / 2 0 2 5 , 4: 4 6 PM Wa l n u t Gr o v e Av e at S Pr o j e c t Dw y [| TO T A L CU M U L A T I V E PR O J E C T S TR A F F I C Pk Hr NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R \ [| AM In 0 33 0 0 0 0 0 0 0 0 0 0 AM Ou t 0 0 0 0 | 31 | o 0 0 0 0 0 0 AM To t 0 33 0 0 31 0 0 0 0 0 o JI N PM In 0 | 68 | © 0 0 0 0 0 0 0 0 0 PM Ou t 0 0 0 0 | 67 | © 0 0 0 0 0 0 PM To t — 68 0 0 67 0 0 0 0 0 J Pz o n e # | No r t h Pr o j e c t s Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R | [| Pk H r [T G e n | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R AM In 10 % al pe g s AM I n | 32 6 | 0 | 33 | © 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 31 1 | © 0 0 0 | 31 | © 0 0 0 0 0 0 PM I i n | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% 0% | 0% |[ P M m i n | 67 5 | 0 | 68 | © 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 10 % | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 67 3 [| © 0 0 0 | 67 | © 0 0 0 0 0 0 Zo n e # | So u t h Pr o j e c t Pk H r | NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T | WB R ] [ Pk H r | TG e n [ NB L | NB T | NB R | SB L | SB T | SB R | EB L | EB T | EB R | WB L | WB T |WH I } AM In in l AM I n | 51 | 0 0 0 0 0 0 0 0 0 0 0 0 Y 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% AM Ou t AM O u t | 40 | © 0 0 0 0 0 0 0 0 0 0 0 PM I n | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m M I n 60 | © 0 0 0 0 0 0 0 0 0 0 0 PM O u t | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | 0% | [P m o u t | 58 | © 0 0 0 0 0 0 0 0 0 0 0 Re l a t e d Pr o j e c t s Tr i p Di s t r i b u t i o n , In t 7 7/ 2 4 / 2 0 2 5 , 4: 4 6 PM