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Home My WebLink About07 GVC - Traffic Analysis Memo_20251014GVC Transportation Solutions Technical Memo To City of Yelm From: Ryan Shea, PTP, Senior Project Manager Date: October 10, 2025 Project: Veterans Memorial Park Subject: Traffic Analysis Memo Introduction The City of Yelm is planning to constuct the Veterans Memorial Park to be located on the southwest corner of SR 507 (1st Street) and Mill Road. The project also includes the realignment of Mill Road at the intersection of SR 507 (1st Street). An initial scoping meeting was held with WSDOT and City of Yelm staff to discuss the operational analysis concerns and requirements for this project. The primary change being proposed to the intersection is a realignment of Mill Road so that the approach to SR 507 will be at a 90 degree angle. WSDOT staff identified that if the project were limited to only an alignment change, a simple analysis memo would be sufficient. WSDOT also identified that if capacity improvements were included in the project, an Intersection Control Evaluation (ICE) would likely be required. This would include additional turn lanes on Mill Road. This traffic analysis memo estimates the trip generation, distribution, and assignment for the proposed development and documents the operational results for the proposed project and realignment of Mill Road. Figure 1 illustrates the site vicinity and the transportation network serving the project area. Figure 1. Site Vicinity Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 2 of 11 Proposed Development The Veterans Memorial Park will be constructed on City of Yelm property located at the corner of SR 507 (1st Street) and Mill Road. The park is expected to provide a parking lot, restroom, a paved plaza, informational kiosk, trails and open areas honoring veterans. The project also includes the realignment of Mill Road at the intersection of SR 507(1st Street) which will include the addition of a left-turn lane. The northbound approach will be reconstructed to the south of the existing location and will provide approximately 44 feet of pavement width edge to edge to incorporate a left turn lane. Access to the park will be provided by one full access driveway along Mill Road. The preliminary site plan is shown in Figure 2. Figure 2. Preliminary Site Plan Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 3 of 11 Existing Conditions Roadways Mill Road Mill Road is a north-south roadway providing one travel lane in each direction. This roadway has a posted speed limit of 25 mph. SR 507 (1 st Street) SR 507 (1st Street) is an east-west roadway providing one travel lane in each direction. East of the intersection with Mill Road, there is a posted speed limit of 25mph for vehicles traveling eastbound. West of the intersection with Mill Road there is a posted speed limit of 40mph for vehicles traveling westbound. Intersections SR 507(1st Street) at Mill Road SR 507(1st Street) at Mill Road is a three-legged intersection operating under stop-sign control for the northbound approach. Each approach provides one shared through-turn lane. The south leg of the intersection (Mill Road) currently provides approximately 60 feet of pavement from edge to edge. City staff have indicated that due to the wide approach on Mill Road, vehicles currently utilize the space to make separate left turn and right turn movements. Traffic Volumes Traffic Count Consultants Inc., a traffic data collection firm, provided morning and evening peak period turning movement counts. Counts were conducted on Tuesday September 23, 2025, between 7:00 and 9:00 am and 4:00 and 6:00 pm at the intersection of SR 507 (1st Street) and Mill Road. The existing 2025 traffic volumes for the AM peak hour and PM peak hour are presented in Figure 3. Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 4 of 11 Figure 3. Existing 2025 AM and PM Peak Hour Traffic Volumes Project Traffic Characteristics The two project-related characteristics having the most effect on area traffic conditions are peak hour trip generation and the directional distribution of traffic volumes on the surrounding roadway network. These are discussed in the following paragraphs Site-Generated Traffic Volumes Vehicle trip generation was estimated using the trip generation rates contained in the 12th edition of the Trip Generation Manual by the Institute of Transportation Engineers (ITE). The land-use category “Public Park” (land- use code 411) with the variable of acres was determined to be the most applicable to this project. The trip generation rates used for the proposed project are shown in Table 1. Table 1. Trip Generation Rates – Public Park (LUC 411) Peak Period Unit Trip Rate % Enter % Exit AM peak hour of Adjacent Street Acres 0.05 62% 38% PM peak hour of Adjacent Street Acres 0.15 57% 43% Daily Acres 0.78 50% 50% The total trip generation expected from this project is calculated by applying the unit measure to the appropriate trip generation rate. The trip generation calculations are shown in Tables 2. Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 5 of 11 Table 2. Project Trip Generation - Acres Peak Period Size Total Trips Enter Exit AM peak hour of Adjacent Street 2.0 0 0 0 PM peak hour of Adjacent Street 2.0 0 0 0 Daily 2.0 1 1 2 As shown in Table 2, based on the ITE trip rates the proposed Veterans Memorial Park is not expected to generate any peak hour trips. Given the size and nature of the park, this result is reasonable as a repeated, everyday assumption. However, it is anticipated that there will be instances when the park is used for events honoring veterans, and in general there will be times when community members visit the park, alone or in groups. To provide a conservative analysis of what impact the park may have during a higher usage event, one vehicle trip per parking stall has been assumed during both the AM peak hour and PM peak hour. The proposed project plans to provide forty parking stalls. The trip generation based on parking stalls is provided in Tabel 3. Table 3. Conservative AM and PM Peak Hour Project Trip Generation – Parking Stalls Parking Stalls Total Trips Enter Exit 40 40 20 20 Site Traffic Distribution and Assignment For this study, the regional distribution of traffic to and from the proposed project was estimated based on existing travel patterns and location of existing land uses. The regional traffic distribution percentages and site traffic assignment for the proposed development for the AM peak hour and PM peak hour are shown on Figure 4. Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 6 of 11 Figure 4. Project Site Generated Volumes Future Traffic Conditions Traffic volume forecasts were prepared for the AM peak hour and PM peak hour conditions for the 2050 horizon year. The future traffic volume forecast is based on the methodology used in the city’s recent comprehensive plan update. The comprehensive plan includes a 2050 PM peak hour volume forecast based on the current TRPC travel demand model. The comprehensive plan included the study intersection, so for the PM peak hour the growth assumptions were reused for this analysis but applied to the 2025 existing volume data that was collected. For the AM peak hour there was no forecasting work done in the comprehensive plan. To create an AM peak hour forecast, the TRPC travel demand model data for the PM peak hour was used. For each movement at the study intersection, the PM peak hour volume was inverted, so that the volumes were travelling in the opposite direction (so PM eastbound through was assumed to be the AM westbound through) This is based on the assumption that the AM and PM peak hours are generally serving commute traffic to and from work. Typically, the AM peak hour is lower overall than the PM peak hour, but to provide a conservative analysis of the intersection 100% of the PM growth was used for the AM forecast. The projected 2050 traffic volumes with the Veterans Memorial Park project are shown on Figure 5. Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 7 of 11 Traffic Operations Analysis Traffic analyses were conducted to identify any deficiencies within the study area for the AM peak hour and PM peak hour in the 2025 base year and 2050 horizon year. Level of Service The acknowledged source for determining overall traffic performance for arterial segments and independent intersections is the current (7th) edition of the Highway Capacity Manual (HCM). Operations analyses were completed for the base year and projected 2050 AM peak hour and PM peak hour traffic volume scenarios. Intersection analysis was performed using Synchro version 12. The Synchro software packages implement the methodologies described in the current HCM. Operations analysis results are described in terms of Level of Service (LOS). LOS is a qualitative term describing the traffic performance a driver will experience while traveling on a particular street or highway during a specific time interval. LOS values range from A (very little delay) to F (long delays and congestion). Figure 5. Projected 2050 AM and PM Peak Hour Traffic Volumes with Project Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 8 of 11 Intersection Operations Level of service calculations for intersections determine the amount of “control delay” (as measured in seconds) that the average driver will experience while proceeding through an intersection. Control delay includes all deceleration delay, stopped delay and acceleration delay caused by the traffic control device. The LOS is directly related to the amount of delay experienced. For intersections under minor street stop-sign control, the LOS of the most difficult movement (typically the minor street left turn) represents the intersection Level of Service for purposes of assessing potential impacts. Table 4 shows the Level of Service criteria for stop-controlled intersections. Table 4. Level of Service Criteria for Stop-Controlled Intersections Level of Service Stop-Controlled Intersection Average Control Delay (seconds/vehicle) A ≤ 10 B > 10-15 C > 15-25 D > 25-35 E > 35-50 F > 50 Intersection Analysis While the existing intersection is formally channelized with a single lane approach on Mill Road, the wide approach allows vehicles to stack side by side for left turn and right turn maneuvers. To provide a comprehensive analysis of the intersection, both channelization conditions have been analyzed for each peak hour. In total, the following scenarios were evaluated for the AM peak hour and PM peak hour: • Existing 2025 traffic volumes with existing channelization • Existing 2025 traffic volume with northbound left-turn lane • Projected 2050 traffic volumes with the Veterans Memorial Park project with existing channelization • Projected 2050 traffic volumes with the Veterans Memorial Park project with northbound left-turn lane SR 507 (1 st Street) / Mill Road This is currently a three-way intersection under stop-sign control for the northbound approach. Each approach currently provides a single lane; however City staff have indicated that the northbound approach is currently utilized by vehicles as a two-lane approach. The proposed Veterans Memorial Park project includes providing a dedicated left-turn lane for the northbound approach. During the AM peak hour with the existing channelization, this intersection currently operates at LOS C and is projected to operate at LOS D in 2050. With the addition of a left turn lane, this intersection is projected to operate at LOS D in 2025 and LOS E in 2050. During the PM peak hour with the existing channelization, this intersection currently operates at LOS B and is projected to operate at LOS C in 2050. With the addition of a left turn lane, this intersection is projected to operate at LOS D in 2025 and LOS E in 2050. For both peak hours the presence of a separate left turn lane results in a lower (worse) delay for the worst movement. This is due to the isolation of left-turning vehicles, which experience the longest delay at a stop- controlled intersection. The overall approach delay improves with the addition of separate lanes on Mill Road, Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 9 of 11 but the worst individual movement is the typical standard for assessing the performance of stop-controlled intersections. The operational analysis results are provided in Table 5 for the AM peak hour and Table 6 for the PM peak hour. The operational analysis worksheets are attached. Table 5. SR 507 (1st Street) / Mill Road – AM Peak Hour Base Year 2025 Projected 2050 With Project Scenario Control Type LOS (Delay) LOS (Delay) Existing Channelization Two-Way Stop Control (TWSC) C (18.6) D (27.0) Northbound Left Turn Lane Two-Way Stop Control (TWSC) D (29.7) E (41.8) Table 6. SR 507 (1st Street) / Mill Road – PM Peak Hour Base Year 2025 Projected 2050 With Project Scenario Control Type LOS (Delay) LOS (Delay) Existing Channelization Two-Way Stop Control (TWSC) B (13.7) C (19.6) Northbound Left Turn Lane Two-Way Stop Control (TWSC) D (26.0) E (50.0) The typical standard for assessing the performance of stop-controlled intersections is the worst individual movement, which is reflected in the results summarized in Table 5 and Table 6. However, given the relatively low volume making a left turn during each peak hour (15 vehicles during the AM peak hour, 10 vehicles during the PM peak hour), the additional of a separate left turn pocket will allow all of the right turning vehicles the opportunity to bypass the left turning vehicles and will provide a meaningful benefit to those vehicles. Additionally, while the reported level of service of the intersection is worse in this condition, the overall approach delay for Mill Road is lower when the channelization allows for both movements to occur. Channelization Assessment During the traffic scoping meeting WSDOT staff identified that changes to the intersection channelization or capacity would likely trigger the need for an Intersection Control Evaluation (ICE) report. Currently the project is proposing to provide a formal left turn pocket on Mill Road as part of the realignment work. However, while this will result in new striping of Mill Road, functionally the intersection already provides separate left turn and right turn lanes, as a result of the existing approach width. The existing intersection (60 feet) currently provides a wider approach than the proposed realigned intersection (44 feet). Given the reduced approach width and similar function, the proposed intersection design does not result in a meaningful change to capacity. Safety Analysis Existing crash data for the Mill Road/SR 507 intersection was reviewed between 2019 and what is currently available for 2025. Within that timeframe there were six reported crashes. Of these, five of which were reported as no apparent injury and one as suspected minor injury. This crash history suggests there is not an existing safety problem at the intersection. However, the existing skew of the intersection creates conditions that are less safe than what would be expected at an intersection with a 90-degree approach angle. The Federal Highway Administration (FHWA) Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 10 of 11 published a report on the effects of intersection skew on safety (Impact of Intersection Angle on Highway Safety) in 2021, which identifies several problems created by skewed intersections for all users. By realigning the intersection to approach SR 507 at a 90-degree angle, safety for all roadway users will be improved. Summary and Conclusions The City of Yelm is planning to constuct the Veterans Memorial Park to be located on the southwest corner of SR 507 (1st Street) and Mill Road. The project also includes the realignment of Mill Road at the intersection of SR 507(1st Street). At full occupancy and operation, the project is estimated to generate 0 trip ends during both the AM peak hour PM peak hours. To provide a conservative analysis, 40 peak hour trips (one per parking stall) were assumed to be generated during both peak periods. An evaluation of the AM and PM peak hour for existing 2025 and project horizon year 2025 was performed. The SR 507 (1st Street) / Mill Road intersection with existing channelization is projected to operate at LOS C or better in 2025 and LOS D or better in 2050. With the addition of a northbound left turn lane, this intersection is projected to operate at LOS D in 2025 and LOS E in 2050. However, the overall approach delay on Mill Road will decrease when separate left turn and right turn lanes are provided, and the delay and congestion of right turning vehicles will significantly improve with separate lanes. The existing intersection, while striped as a single lane approach on Mill Road, operates with separate lanes for left-turning and right-turning vehicles. Given the existing function and approach width (60 feet), the proposed improvements, which include realignment and a striped left turn pocket, will not change the practical capacity or function of the intersection. The realignment is expected to provide multiple safety benefits by removing the existing skew of the intersection and will reduce the approach width at the highway by approximately 15 feet, reducing the crossing distance and exposure of pedestrians. Based on the analysis results documented above, no additional technical analysis is warranted for the proposed realignment of Mill Road. Veterans Memorial Park – Traffic Analysis Memo 2025-1014 | 11 of 11 Thank you for reviewing the enclosed materials. The technical material and data contained in this Traffic Analysis Memo were prepared under the supervision and direction of the undersigned, whose seal, as a professional engineer licensed to practice as such, is affixed below. If you have any questions or comments about the enclosed information, please contact me at rshea@gondolaventures.com. Respectfully, GVC Transportation Solutions Prepared by Ryan Shea, PTP, Senior Project Manager Approved by Perry Shea, PE, Senior Principal Enclosures: Traffic Volume Counts Trip Generation Calculations Operational Analysis Worksheets C:\GVC Management Company, Inc\GVC Transportation Solutions (Non Gondola Projects Only)\0530 - LDC\0530.002 Yelm Veterans Memorial Park\03 - Dels\2025-1009 Traffic Memo.docx 10/10/2025 Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: Team@TC2inc.com WBE/DBE Intersection:Mill Rd & SR-507 Date of Count:Tue 09/23/2025 Location:Yelm, Washington Checked By:Jen Time From North on (SB)From South on (NB)From East on (WB)From West on (EB)Interval Interval 0 Mill Rd SR-507 SR-507 Total Ending at T L S R T L S R T L S R T L S R 7:15 A 0 0 0 0 2 5 0 17 15 20 128 0 2 0 151 3 324 7:30 A 0 0 0 0 10 1 0 32 4 11 111 0 4 0 132 2 289 7:45 A 0 0 0 0 0 3 0 8 4 10 64 0 7 0 95 3 183 8:00 A 0 0 0 0 0 0 0 9 2 11 52 0 4 0 79 1 152 8:15 A 0 0 0 0 0 1 0 15 7 9 47 0 4 0 93 4 169 8:30 A 0 0 0 0 1 2 0 17 4 13 55 0 4 0 112 4 203 8:45 A 0 0 0 0 1 5 0 12 6 16 51 0 5 0 83 0 167 9:00 A 0 0 0 0 1 1 0 8 8 14 66 0 6 0 106 3 198 9:15 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 0 0 0 15 18 0 118 50 104 574 0 36 0 851 20 1685 Peak Hour: 7:00 AM to 8:00 AM Total 0 0 0 0 12 9 0 66 25 52 355 0 17 0 457 9 948 Approach 0 75 407 466 948 %HV n/a 16.0% 6.1% 3.6% 5.7% PHF n/a 0.57 0.69 0.76 0.73 0 0 0 0 0 Bike SR-507 0 0 0 0 Ped SR-507 0 364 Ped 0 355 407 Bike 0 52 930 830 0 0 Bike 466 457 7:00 AM to 8:00 AM 0 Ped 523 9 PEDs Across:N S E W Ped 1 9 0 66 1296 1.0 PHF Peak Hour Volume INT 01 0 0 0 0 0 Bike 0 PHF %HV INT 02 0 1 0 0 1 EB 0.76 3.6% INT 03 0 0 0 0 0 61 75 Check WB 0.69 6.1% INT 04 0 0 0 0 0 In:948 NB 0.57 16.0% INT 05 0 0 0 0 0 136 Out:948 SB n/a n/a INT 06 0 0 0 0 0 Mill Rd T Int.0.73 5.7% INT 07 0 0 0 0 0 Bicycles From: N S E W Conditions: INT 08 0 2 0 0 2 INT 01 0 INT 09 0 INT 02 0 INT 10 0 INT 03 0 INT 11 0 INT 04 0 INT 12 0 INT 05 0 0 3 0 0 3 INT 06 0 Special Notes INT 07 0 INT 08 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 0 0 0 0 GVC25070M_01A Prepared for: GVC Transportation Solutions Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: Team@TC2inc.com WBE/DBE Intersection:Mill Rd & SR-507 Date of Count:Tue 09/23/2025 Location:Yelm, Washington Checked By:Jen Time From North on (SB)From South on (NB)From East on (WB)From West on (EB)Interval Interval 0 Mill Rd SR-507 SR-507 Total Ending at T L S R T L S R T L S R T L S R 4:15 P 0 0 0 0 1 4 0 23 2 18 111 0 2 0 101 0 257 4:30 P 0 0 0 0 1 0 0 20 2 14 92 0 2 0 100 1 227 4:45 P 0 0 0 0 0 1 0 9 1 19 129 0 0 0 79 0 237 5:00 P 0 0 0 0 0 3 0 11 3 24 130 0 2 0 132 1 301 5:15 P 0 0 0 0 0 1 0 14 1 11 118 0 1 0 115 3 262 5:30 P 0 0 0 0 1 1 0 10 3 16 120 0 2 0 98 3 248 5:45 P 0 0 0 0 0 1 0 7 1 20 117 0 0 0 69 2 216 6:00 P 0 0 0 0 0 0 0 12 1 11 93 0 0 0 94 1 211 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 0 0 0 3 11 0 106 14 133 910 0 9 0 788 11 1959 Peak Hour: 4:30 PM to 5:30 PM Total 0 0 0 0 1 6 0 44 8 70 497 0 5 0 424 7 1048 Approach 0 50 567 431 1048 %HV n/a 2.0% 1.4% 1.2% 1.3% PHF n/a 0.83 0.92 0.81 0.87 0 0 0 0 0 Bike SR-507 0 0 0 0 Ped SR-507 0 503 Ped 0 497 567 Bike 0 70 1035 934 0 0 Bike 431 424 4:30 PM to 5:30 PM 0 Ped 468 7 PEDs Across:N S E W Ped 0 6 0 44 1204 1.0 PHF Peak Hour Volume INT 01 0 Bike 0 PHF %HV INT 02 0 EB 0.81 1.2% INT 03 0 77 50 Check WB 0.92 1.4% INT 04 0 In:1048 NB 0.83 2.0% INT 05 0 127 Out:1048 SB n/a n/a INT 06 0 Mill Rd T Int.0.87 1.3% INT 07 0 Bicycles From: N S E W Conditions: INT 08 0 INT 01 0 INT 09 0 INT 02 0 INT 10 0 INT 03 0 INT 11 0 INT 04 0 INT 12 0 INT 05 0 0 0 0 0 0 INT 06 0 Special Notes INT 07 0 INT 08 0 INT 09 0 INT 10 0 INT 11 0 INT 12 0 0 0 0 0 0 GVC25070M_01P GV C T r a n s p o r t a t i o n S o l u t i o n s Ve t e r a n s M e m o r i a l P a r k Ye l m , W a PM P e a k H o u r Ex i s t i n g 2 0 2 2 2 0 5 0 M o d e l B a s e l i n e F u t u r e T o t a l S i t e P r o j e c t e d In t e r s e c t i o n 2 0 2 5 M o d e l M o d e l V o l u m e G r o w t h G r o w t h V o l u m e G e n e r a t e d 2 0 5 0 Vo l u m e s V o l u m e s V o l u m e s D e l t a 1 % C a l i b r a t i o n G r o w t h V o l u m e s V o l u m e s L0 - - 0 0 0 0 0 EB T 4 5 7 45 1 . 2 5 7 1 5 2 6 3 1 1 4 8 4 3 4 7 0 80 4 R9 4.33 6 2 2 2 4 15 1L 5 2 14 . 9 2 2 7 1 2 1 3 1 3 1 4 79 1s t S t r e e t ( S R 5 0 7 ) WB T 3 5 5 4 4 1 . 0 2 58 1 1 4 0 8 9 1 4 0 0 49 5 Mi l l R o a d S E R 0 - - 0 0 0 0 0 L9 4.75 7 2 2 2 4 15 TM C D a t e : 0 9 / 2 3 / 2 0 2 5 NB T 0 - - 0 0 0 0 0 R6 6 33 . 1 7 5 7 2 3 1 7 2 3 1 4 10 5 Pe a k H o u r : 7 : 0 0 - 8 : 0 0 L0 - - 0 0 0 0 0 PH F : 0 . 7 3 S B T 0 - -0 0 0 0 0 R0 - - 0 0 0 0 0 94 8 1, 5 1 4 Mo v e m e n t GV C T r a n s p o r t a t i o n S o l u t i o n s Ve t e r a n s M e m o r i a l P a r k Ye l m , W a PM P e a k H o u r Ex i s t i n g Ex i s t i n g 20 2 2 2 0 5 0 M o d e l B a s e l i n e F u t u r e T o t a l S i t e P r o j e c t e d In t e r s e c t i o n 2 0 2 5 20 2 4 Mo d e l M o d e l V o l u m e G r o w t h G r o w t h V o l u m e G e n e r a t e d 2 0 5 0 Vo l u m e s Vo l u m e s Vo l u m e s V o l u m e s D e l t a 1 % C a l i b r a t i o n G r o w t h V o l u m e s V o l u m e s L 0 0- - 0 0 0 0 0 EB T 42 4 39 9 4 4 1 . 0 2 5 8 1 1 4 0 1 0 6 1 4 0 0 56 4 R 7 54. 7 5 7 2 2 2 4 13 1L 70 47 3 3 . 1 7 5 7 2 3 1 8 2 3 1 4 10 7 1s t S t r e e t ( S R 5 0 7 ) WB T 49 7 49 2 45 1 . 2 5 71 5 2 6 3 1 2 4 8 4 3 4 7 0 84 4 Mi l l R o a d S E R 0 0- - 0 0 0 0 0 L 6 11 4 . 3 3 6 2 2 2 4 12 TM C D a t e : 0 9 / 2 3 / 2 0 2 5 NB T 0 0- - 0 0 0 0 0 R 44 21 1 4 . 9 2 2 7 1 2 1 1 1 2 1 4 70 Pe a k H o u r : 4 : 3 0 - 5 : 3 0 L 0 0- - 0 0 0 0 0 PH F : 0 . 8 7 S B T 0 0 - -0 0 0 0 0 R 0 0- - 0 0 0 0 0 1, 0 4 8 9 7 5 1, 6 1 0 Mo v e m e n t HCM 7th TWSC Existing 2025 Existing Channelization 1: SR 507 (1st St) & Mill Rd AM Peak Hour Veterans Memorial Park Synchro 12 Report GVC Transportation Solutions 09/26/2025 Intersection Int Delay, s/veh 2 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 10 65 455 10 50 355 Future Vol, veh/h 10 65 455 10 50 355 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 73 73 73 73 73 73 Heavy Vehicles, % 16 16 4 4 6 6 Mvmt Flow 14 89 623 14 68 486 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1253 630 0 0 637 0 Stage 1 630 ----- Stage 2 623 ----- Critical Hdwy 6.56 6.36 - - 4.16 - Critical Hdwy Stg 15.56----- Critical Hdwy Stg 25.56----- Follow-up Hdwy 3.644 3.444 - - 2.254 - Pot Cap-1 Maneuver 178 457 - - 928 - Stage 1 505 ----- Stage 2 509 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 160 457 - - 928 - Mov Cap-2 Maneuver 160 ----- Stage 1 505 ----- Stage 2 457 ----- Approach NW NE SW HCM Ctrl Dly, s/v 18.62 0 1.13 HCM LOS C Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 366 222 - HCM Lane V/C Ratio - - 0.281 0.074 - HCM Ctrl Dly (s/v) - - 18.6 9.2 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.1 0.2 - HCM 7th TWSC Existing 2025 Existing Channelization 1: SR 507 (1st St) & Mill Rd PM Peak Hour Veterans Memorial Park Synchro 12 Report GVC Transportation Solutions 09/26/2025 Intersection Int Delay, s/veh 1.2 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 5 45 425 5 70 495 Future Vol, veh/h 5 45 425 5 70 495 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 6 52 489 6 80 569 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1221 491 0 0 494 0 Stage 1 491 ----- Stage 2 730 ----- Critical Hdwy 6.42 6.22 - - 4.11 - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 - - 2.209 - Pot Cap-1 Maneuver 199 577 - - 1075 - Stage 1 615 ----- Stage 2 477 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 177 577 - - 1075 - Mov Cap-2 Maneuver 177 ----- Stage 1 615 ----- Stage 2 425 ----- Approach NW NE SW HCM Ctrl Dly, s/v 13.71 0 1.07 HCM LOS B Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 471 223 - HCM Lane V/C Ratio - - 0.122 0.075 - HCM Ctrl Dly (s/v) - - 13.7 8.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.4 0.2 - HCM 7th TWSC Existing 2025 NB Turn Lanes 1: SR 507 (1st St) & Mill Rd AM Peak Hour Veterans Memorial Park Synchro 12 Report GVC Transportation Solutions 09/26/2025 Intersection Int Delay, s/veh 1.8 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 10 65 455 10 50 355 Future Vol, veh/h 10 65 455 10 50 355 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 73 73 73 73 73 73 Heavy Vehicles, % 16 16 4 4 6 6 Mvmt Flow 14 89 623 14 68 486 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1253 630 0 0 637 0 Stage 1 630 ----- Stage 2 623 ----- Critical Hdwy 6.56 6.36 - - 4.16 - Critical Hdwy Stg 15.56----- Critical Hdwy Stg 25.56----- Follow-up Hdwy 3.644 3.444 - - 2.254 - Pot Cap-1 Maneuver 178 457 - - 928 - Stage 1 505 ----- Stage 2 509 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 160 457 - - 928 - Mov Cap-2 Maneuver 160 ----- Stage 1 505 ----- Stage 2 457 ----- Approach NW NE SW HCM Ctrl Dly, s/v 16.75 0 1.13 HCM LOS C Minor Lane/Major Mvmt NET NERNWLn1NWLn2 SWL SWT Capacity (veh/h) - - 160 457 222 - HCM Lane V/C Ratio - - 0.086 0.195 0.074 - HCM Ctrl Dly (s/v) - - 29.7 14.8 9.2 0 HCM Lane LOS - - D B A A HCM 95th %tile Q(veh) - - 0.3 0.7 0.2 - HCM 7th TWSC Existing 2025 NB Turn Lanes 1: SR 507 (1st St) & Mill Rd PM Peak Hour Veterans Memorial Park Synchro 12 Report GVC Transportation Solutions 09/26/2025 Intersection Int Delay, s/veh 1.2 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 5 45 425 5 70 495 Future Vol, veh/h 5 45 425 5 70 495 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 6 52 489 6 80 569 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1221 491 0 0 494 0 Stage 1 491 ----- Stage 2 730 ----- Critical Hdwy 6.42 6.22 - - 4.11 - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 - - 2.209 - Pot Cap-1 Maneuver 199 577 - - 1075 - Stage 1 615 ----- Stage 2 477 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 177 577 - - 1075 - Mov Cap-2 Maneuver 177 ----- Stage 1 615 ----- Stage 2 425 ----- Approach NW NE SW HCM Ctrl Dly, s/v 13.27 0 1.07 HCM LOS B Minor Lane/Major Mvmt NET NERNWLn1NWLn2 SWL SWT Capacity (veh/h) - - 177 577 223 - HCM Lane V/C Ratio - - 0.033 0.09 0.075 - HCM Ctrl Dly (s/v) - - 26 11.8 8.6 0 HCM Lane LOS - - D B A A HCM 95th %tile Q(veh) - - 0.1 0.3 0.2 - HCM 7th TWSC Projected 2050 with Project Existing Channelization 1: SR 507 (1st St) & Mill Rd AM Peak Hour Veterans Memorial Park Synchro 12 Report GVC Transportation Solutions 09/26/2025 Intersection Int Delay, s/veh 2.7 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 15 105 805 15 80 495 Future Vol, veh/h 15 105 805 15 80 495 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 16 16 4 4 6 6 Mvmt Flow 15 105 805 15 80 495 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1468 813 0 0 820 0 Stage 1 813 ----- Stage 2 655 ----- Critical Hdwy 6.56 6.36 - - 4.16 - Critical Hdwy Stg 15.56----- Critical Hdwy Stg 25.56----- Follow-up Hdwy 3.644 3.444 - - 2.254 - Pot Cap-1 Maneuver 131 358 - - 792 - Stage 1 413 ----- Stage 2 491 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 113 358 - - 792 - Mov Cap-2 Maneuver 113 ----- Stage 1 413 ----- Stage 2 423 ----- Approach NW NE SW HCM Ctrl Dly, s/v 26.99 0 1.4 HCM LOS D Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 281 250 - HCM Lane V/C Ratio - - 0.427 0.101 - HCM Ctrl Dly (s/v) - - 27 10.1 0 HCM Lane LOS - - D B A HCM 95th %tile Q(veh) - - 2 0.3 - HCM 7th TWSC Projected 2050 with Project Existing Channelization 1: SR 507 (1st St) & Mill Rd PM Peak Hour Veterans Memorial Park Synchro 12 Report GVC Transportation Solutions 09/26/2025 Intersection Int Delay, s/veh 1.6 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 10 70 565 15 105 845 Future Vol, veh/h 10 70 565 15 105 845 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 10 70 565 15 105 845 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1628 573 0 0 580 0 Stage 1 573 ----- Stage 2 1055 ----- Critical Hdwy 6.42 6.22 - - 4.11 - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 - - 2.209 - Pot Cap-1 Maneuver 112 519 - - 999 - Stage 1 564 ----- Stage 2 335 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 90 519 - - 999 - Mov Cap-2 Maneuver 90 ----- Stage 1 564 ----- Stage 2 269 ----- Approach NW NE SW HCM Ctrl Dly, s/v 19.64 0 1 HCM LOS C Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT Capacity (veh/h) - - 325 199 - HCM Lane V/C Ratio - - 0.246 0.105 - HCM Ctrl Dly (s/v) - - 19.6 9 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.9 0.4 - HCM 7th TWSC Projected 2050 with Project NB Turn Lanes 1: SR 507 (1st St) & Mill Rd AM Peak Hour Veterans Memorial Park Synchro 12 Report GVC Transportation Solutions 09/26/2025 Intersection Int Delay, s/veh 2.3 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 15 105 805 15 80 495 Future Vol, veh/h 15 105 805 15 80 495 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 16 16 4 4 6 6 Mvmt Flow 15 105 805 15 80 495 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1468 813 0 0 820 0 Stage 1 813 ----- Stage 2 655 ----- Critical Hdwy 6.56 6.36 - - 4.16 - Critical Hdwy Stg 15.56----- Critical Hdwy Stg 25.56----- Follow-up Hdwy 3.644 3.444 - - 2.254 - Pot Cap-1 Maneuver 131 358 - - 792 - Stage 1 413 ----- Stage 2 491 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 113 358 - - 792 - Mov Cap-2 Maneuver 113 ----- Stage 1 413 ----- Stage 2 423 ----- Approach NW NE SW HCM Ctrl Dly, s/v 22.01 0 1.4 HCM LOS C Minor Lane/Major Mvmt NET NERNWLn1NWLn2 SWL SWT Capacity (veh/h) - - 113 358 250 - HCM Lane V/C Ratio - - 0.133 0.293 0.101 - HCM Ctrl Dly (s/v) - - 41.8 19.2 10.1 0 HCM Lane LOS - - E C B A HCM 95th %tile Q(veh) - - 0.4 1.2 0.3 - HCM 7th TWSC Projected 2050 with Project NB Turn Lanes 1: SR 507 (1st St) & Mill Rd PM Peak Hour Veterans Memorial Park Synchro 12 Report GVC Transportation Solutions 09/26/2025 Intersection Int Delay, s/veh 1.5 Movement NWL NWR NET NER SWL SWT Lane Configurations Traffic Vol, veh/h 10 70 565 15 105 845 Future Vol, veh/h 10 70 565 15 105 845 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 10 70 565 15 105 845 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1628 573 0 0 580 0 Stage 1 573 ----- Stage 2 1055 ----- Critical Hdwy 6.42 6.22 - - 4.11 - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 - - 2.209 - Pot Cap-1 Maneuver 112 519 - - 999 - Stage 1 564 ----- Stage 2 335 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 90 519 - - 999 - Mov Cap-2 Maneuver 90 ----- Stage 1 564 ----- Stage 2 269 ----- Approach NW NE SW HCM Ctrl Dly, s/v 17.63 0 1 HCM LOS C Minor Lane/Major Mvmt NET NERNWLn1NWLn2 SWL SWT Capacity (veh/h) - - 90 519 199 - HCM Lane V/C Ratio - - 0.111 0.135 0.105 - HCM Ctrl Dly (s/v) - - 50 13 9 0 HCM Lane LOS - -EBAA HCM 95th %tile Q(veh) - - 0.4 0.5 0.4 -