Loading...
9904 Traffic Report (8-21-23) C & E COMMERCIAL Yelm, WA TRAFFIC IMPACT ASSESSMENT (TIA) August 21, 2023 HeathTraffic.com C & E Commercial TIA 2 C & E COMMERCIAL TRAFFIC IMPACT ANALYSIS Prepared for: C & E Developments, LLC PO Box 2983 Yelm, WA 98597 c/o Steve Voorhies Larson & Associates Prepared by: Heath & Associates PO Box 397 Puyallup, WA 98371 (253) 770 1401 Heathtraffic.com License: HeathTraffic.com C & E Commercial TIA 3 C & E COMMERCIAL TRAFFIC IMPACT ANALYSIS CONTENTS 1. Introduction ........................................................................................................... 4 2. Project Description ............................................................................................... 4 3. Existing Conditions .............................................................................................. 6 4. Forecast Traffic Demand and Analysis ............................................................ 12 5. Conclusions & Mitigation .................................................................................. 20 TABLES 1. Roadway Network ................................................................................................ 6 2. Transportation Improvement Projects ............................................................... 8 3. Existing PM Peak Hour Level of Service ........................................................... 11 4. Project Trip Generation ..................................................................................... 12 5. Forecast 2026 Weekday Peak Hour Level of Service .................................... 18 FIGURES 1. Vicinity Map & Roadway System ......................................................................... 4 2. Conceptual Site Plan ............................................................................................ 5 3. Existing PM Peak Hour Volumes ......................................................................... 7 4. Non-Motorist Activity ........................................................................................ 10 5. PM Peak Hour Trip Distribution & Assignment............................................... 14 6. PM Peak Hour Pipeline Volumes ...................................................................... 15 6. Forecast 2026 PM Peak Hour Volumes Without Project ............................... 16 7. Forecast 2026 PM Peak Hour Volumes With Project ..................................... 17 HeathTraffic.com C & E Commercial TIA 4 C & E COMMERCIAL TRAFFIC IMPACT ANALYSIS 1. INTRODUCTION The main goals of this study focus on the assessment of existing roadway conditions and forecasts of newly generated project traffic. The first task includes the review of general roadway information on the adjacent street system and baseline vehicular volumes. Forecasts of future traffic and dispersion patterns on the street system are then determined using established trip generation and distribution techniques. As a final step, appropriate conclusions and mitigation measures are defined if needed. 2. PROJECT DESCRIPTION C & E Commercial is a proposed industrial park totaling 72,223 square feet contained in seven buildings located within the city of Yelm. The subject site is bordered to the east by Rhoton Road SE situated on undeveloped tax parcels #’s: 22719240201 and 22719240203 comprised of 3.24-acres. Access to and from the site is proposed via one new roadway extending west from Rhoton Road SE. A vicinity map is provided below which highlights the nearby roadway network with the subject site highlighted in red. Figure 2 on the following page displays the conceptual site plan. Figure 1: Vicinity Map N Subject Site FIGURE 2SITE PLANC & E COMMERCIALNSCALE (IN FEET)5 HeathTraffic.com C & E Commercial TIA 6 3. EXISTING CONDITIONS 3.1 Existing Street System Characteristics of the major roadways and arterials serving the subject site are provided in Table 1 below. Table 1: Roadway Network Functional Classification Roadway Speed Limit (MPH) Lanes Sidewalk/ Walking Path Street Parking Bike Lane Major Collector Rhoton Rd SE 25 2 No No No Railway Rd NE 25 2 No Some No Stevens Ave NE 25 2 Some Yes Yes 1st St N 25 2-3 Yes No Yes Minor Arterial Yelm Ave E (SR 507/510) 25 4-5 Some Some Yes 3.2 Transit Service A review of the Intercity Transit regional bus schedule indicates that transit is available within walking distance (under one mile) from the subject site. The closest stop in relation to the subject site is served via Route 94 with stops located at the intersection of Yelm Ave at 3rd St (~2,900 feet south). Route 94 provides service from the Olympia Transit Center to the Yelm Walmart. Weekday service is provided from 6:04 AM – 9:58 PM with approximately 60-minute headways during peak travel times. Weekend service is provided from 6:39 AM – 9:58 PM with approximately 60-minute headways. Refer to the Intercity Transit website for more detailed information. 3.3 Existing Peak Hour Volumes and Travel Patterns Field data for this study was collected in June and July of 2023 at 3 outlying study intersections and the access along Rhoton Road SE. Each intersection is listed below. · Site Access & Rhoton Rd SE (7/18/2023) · N 1st Steet & Railway Rd SE (7/18/2023) · N 1st Street & NW Stevens Avenue (7/18/2023) · N 1st Street & E Yelm Ave (SR 510) (6/14/2023) Data were obtained during the PM peak period from 4:00-6:00 PM. The single hour representing peak volumes for the PM time period is then determined and used for capacity analysis. Figure 3 highlights existing PM peak hour volumes. Count sheets have been included in the appendix for reference. FIGURE 3 EXISTING PM PEAK HOUR VOLUMES C & E COMMERCIAL N SITE RAILWAY RD SE S T E V E N S S T NW NW RHOTON RD48 40 0 61 932 3 0 0 107 0 4 3 179 STOPSTOP5 0 1 1 7 0 1 5 7 1 1 4 6 8 4 6 7 4 7 1 0 7 1 0 2 3 5 4 2 1 9 1 7 9 4 0 2 0 1 2 3 0 2 5 9 ST O P STOP5 2 8 7 1 1 8 3 1 4 6 1 0 5 STOPSTOP510 FIR S T S T S E 7 HeathTraffic.com C & E Commercial TIA 8 3.4 Roadway Improvements The city of Yelm’s most recent (2022-2027) Transportation Improvement Plan, Thurston County’s Transportation Plan (2023-2028), and the Washington State STIP (Statewide Transportation Improvement program) (2023-2026) were all reviewed. The city of Yelm’s TIP and the WSDOT STIP both indicated planned improvements in the vicinity of the proposed project, each project is listed and described below. Table 2: Transportation Improvement Projects Name Location Improvement Cost City of Yelm 2nd Ave SE ID #: WA12343 Mosman Ave to 575’ south Construct 5-foot-wide multi-use concrete sidewalk along the west side of 2nd Street SE from Cochrane Park to the existing sidewalk at Mosman Ave. $250,000 Mosman Ave SE ID #: WA-12344 2nd St SE to 3rd St SE Construct sidewalks on both sides of Mosman Ave, install intersection treatment at 2nd St and Mosman Ave. Construct bike lanes from 2nd St to 3rd St. $310,000 Yelm Ave Improvements ID #: WA-12346 1st St to 4th St Construction and repair of sidewalks, installation of new parallel parking, intersection treatment, and access control along both sides of Yelm Ave. $2,321,800 Mosman Ave II ID #: Yelm 13 01 Longmire to Railroad Construct a new road connecting Longmire St with the new Mosman Ave intersection. Bike lanes, sidewalk, street lighting, and storm water improvements are included. Improvements include construction of new road from Longmire to Solberg, and reconstruction of Mosman between Solberg and Railroad. $11,482,200 Rhoton Rd NW Reconstruction ID #: WA-13449 Rhoton Rd NW to SR 510 ALT Reconstruction of Rhoton Road NW from Railway St SE to the intersection of the planned Yelm Loop (510 ALT) $2,160,000 Coates Ave NW – Killion to Cullens ID #: WA-10293 Killion St SE to Cullens RD SE Project will provide approximately 1300 linear feet of new roadway on Coates Avenue NW between Killion Road and Cullens Road. Design will include sidewalks, curbs, gutters, full utilities, street lights, stormwater, water, sewer, S.T.E.P. $2,775,000 Longmire / SR 510 Intersection ID #: Yelm 5B 16 SR 510 and NW Longmire St A signal at Longmire/SR 510 Intersection requires commercial property for the ROW. True commercial ROW costs have not been calculated for an updated project cost estimate. $1,045,000 Mosman Ave E Phase 3 ID #: Yelm 16 10 SE 2nd ST to Clark RD SE Improve SE Mosman Avenue from 3rd St to Clark Rd. A portion of the project corridor is located in Thurston County, within the City of Yelm Urban Growth Area. $5,233,400 Statewide Transportation Improvement Plan SR 510/Yelm Loop SR 510 Traffic throughout the city is extremely congested at this time. This project will construct the second stage of a new alignment for SR 510 through the city of Yelm. When complete, this project will relieve congestion and improve motorist safety. $58,697,552 HeathTraffic.com C & E Commercial TIA 9 Several planned improvements would further increase non-motorist mobility in the area. Moreover, the anticipated new SR 510 loop would relieve congestion along SR 507 (E Yelm Avenue). 3.5 Non-Motorist Activity and Infrastructure Pedestrian and bicycle activity were monitored at each intersection studied for this project during routine PM peak hour field counts. Refer to Figure 4 on the following page which highlights non-motorist activity in the study area. Intersections receiving the majority of pedestrian volumes occurred at 1st Street and Stevens Street and along Yelm Avenue. Both intersections of which accommodate marked crosswalks at each leg and sidewalk infrastructure. Non motorist infrastructure in the site’s vicinity is generally absent. However, sidewalk along 1st Street becomes available along either side south of Stevens Street. 1st Street provides connection to SR 510/507/Yelm Avenue which also supports sidewalks along either side and access to transit. Moreover, the Yelm-Tenino Trail is located south of the project. FIGURE 4 NON-MOTORIST ACTIVITY C & E COMMERCIAL N SITE RAILWAY RD SE S T E V E N S S T NW NW RHOTON RD510 FIR S T S T S E 0 00 0 0 00 0 1 00 0 0 10 0 4 1 0 1 0 1 0 0 3 2 0 1 0 0 1 0 10 HeathTraffic.com C & E Commercial TIA 11 3.6 Existing Level of Service m Peak hour delays were determined through the use of the Highway Capacity Manual 7th Edition. Capacity analysis is used to determine level of service (LOS) which is an established measure of congestion for transportation facilities. The range1 for intersection level of service is LOS A to LOS F with the former indicating the best operating conditions with low control delays and the latter indicating the worst conditions with heavy control delays. Detailed descriptions of intersection LOS are given in the Highway Capacity Manual. Level of service calculations were made through the use of the Synchro 12 analysis program. For signalized/all-way stop intersections, LOS is determined by the overall average delay. For side-street stop- controlled intersections, LOS is determined by the approach with the highest delay. Table 3 below summarizes existing LOS and delays for the key intersections of study. Table 3: Existing PM Peak Hour Level of Service Delays given in seconds per vehicle Intersection Control Movement LOS Delay 1st St & Railway Rd Two-Way Stop WB B 12.2 1st St & Stevens Ave All-Way Stop Overall C 17.4 1st St & E Yelm Ave (SR 510) Signal Overall C 22.8 *WB - Westbound City Level of Service Standards2: Yelm has an adopted a Level of Service Standard D. State Level of Service Standards3: SR 507 also has an adopted a Level of Service Standard D. Existing level of service is shown to meet both city and state standards operating with LOS C conditions or better. 1 Signalized Intersections - Level of Service Stop Controlled Intersections – Level of Service Control Delay per Control Delay per Level of Service Vehicle (sec) Level of Service Vehicle (sec) A ≤10 A ≤10 B >10 and ≤20 B >10 and ≤15 C >20 and ≤35 C >15 and ≤25 D >35 and ≤55 D >25 and ≤35 E >55 and ≤80 E >35 and ≤50 F >80 F >50 Highway Capacity Manual, 7th Edition 2 Yelm Comprehensive Plan. 3 WSDOT – Level of Service Standard - ArcGIS HeathTraffic.com C & E Commercial TIA 12 4. FORECAST TRAFFIC DEMAND & ANALYSIS 4.1 Project Trip Generation Trip generation is defined as the number of vehicle movements that enter or exit the respective project site during a designated time period, such as a specific peak hour (AM or PM) or an entire day. The magnitude of the anticipated vehicle trip generation for the proposed project was derived from the Institute of Transportation Engineers (ITE) publication, Trip Generation, 11th Edition. No specific tenant base is known at this time. All building are spec builds under industrial zoning. Therefore, for trip generation estimates, ITE’s LUC 130 – Industrial Park was determined to best represent the project. This land use code allows for a variety of users and would account for most tenant scenarios. Square footage was used as the input variable with ITE’s average rates to determine trip ends. ITE trip generation sheets have been included in the appendix for reference. See Table 4 below for average weekday daily trips (AWDT) and AM and PM peak hour volumes. Table 4: Project Trip Generation Land Use Size AWDT AM Peak-Hour Trips PM Peak-Hour Trips In Out Total In Out Total LUC 130 Industrial Park 72.2 ksf 243 20 5 25 5 20 25 Based on ITE data, the project is estimated to generate 243 average weekday daily trips with 25 trips (20 inbound / 5 outbound) occurring in the AM peak hour and 25 trips (5 inbound / 20 outbound) occurring in the PM peak hour. Moreover, ITE estimates 3 of the 25 PM peak hour trips to be in the form of heavy vehicles (1 inbound / 2 outbound). 4.2 Distribution & Assignment Trip distribution describes the process by which project generated trips are dispersed on the roadway network surrounding the site. Trip distribution for this project utilized TAZ 1019 distribution. TAZ 1019 assumes completion of the SR 510 Loop and connection with Rhoton Road. However, the subject development would be constructed prior to the SR 510 Loop construction. Therefore, adjustments have been made to reflect current roadway conditions (e.g., Rhoton Road terminates at Canal Road SE to the north). Refer to Figure 5 for trip distribution and assignment. HeathTraffic.com C & E Commercial TIA 13 4.4 Future Peak Hour Volumes A 3-year horizon of 2026 was used for future traffic delay analysis. Forecast 2026 background traffic volumes were derived by applying a one percent compound annual growth rate to the existing volumes shown in Figure 3. This growth rate was developed from a comparison of WSDOT volumes along SR 510/507. Volumes were shown to decrease from 2016 (AADT-18,000) to 2022 (AADT-17,000). Also taken into consideration are in-process developments within the city which includes: The Hutch4, Durant Street Plat, Alpine Estates, Tahoma Boulevard Apartments, El Rey Burro, The Summit at Thompson Creek, Samantha Ridge, Habitat for Humanity, Liberty Grove, 407 E Yelm Coffee, Country Meadow Estates I, and Country Meadow Estates II. PM peak hour pipeline volumes are shown in Figure 6. Forecast 2026 PM peak hour volumes without the project (background growth plus pipeline) are shown in Figure 7 while Figure 8 illustrates forecast 2026 volumes with the addition of project-generated traffic. 4 Based on site visit (6/14/23), approximately 40/118 homes were constructed and occupied. Therefore, 70% of the trips have been applied as pipeline trips. FIGURE 5 PM PEAK HOUR TRIP DISTRIBUTION & ASSIGNMENT C & E COMMERCIAL N SITE RAILWAY RD SE S T E V E N S S T NW NW RHOTON RD0 0 0 0 00 0 0 0 14 0 6 1 4 STOPSTOP0 0 0 0 0 0 5 3 1 2 1 0 0 0 0 0 0 0 ST O P STOP1 9 0 4 1 3 STOPSTOP510 FIR S T S T S E PM PEAK HOUR TRIPS INBOUND: 5 VPH OUTBOUND: 20 VPH 30% 70% 22% 2% 46%2.0% LOCAL 12% 25% 7% 5 20 0 0 STOP14 FIGURE 6 PM PEAK HOUR PIPELINE VOLUMES C & E COMMERCIAL N SITE RAILWAY RD SE S T E V E N S S T NW NW RHOTON RD3 2 0 5 40 0 0 0 3 0 0 0 2 STOPSTOP9 1 1 4 1 1 3 0 2 8 7 1 6 0 0 5 1 1 2 0 0 0 0 1 ST O P STOP0 7 0 1 0 6 STOPSTOP510 FIR S T S T S E 15 FIGURE 7 FORECAST 2026 PM PEAK HOUR VOLUMES WITHOUT PROJECT C & E COMMERCIAL N SITE RAILWAY RD SE S T E V E N S S T NW NW RHOTON RD52 43 0 68 1002 3 0 0 113 0 4 3 186 STOPSTOP6 0 7 1 8 9 1 7 3 1 4 7 9 8 5 5 2 5 4 1 1 0 1 0 5 4 1 4 4 2 1 1 8 6 4 1 2 1 1 2 3 1 2 6 8 ST O P STOP5 4 9 7 1 2 2 3 3 4 7 1 1 4 STOPSTOP510 FIR S T S T S E 16 FIGURE 8 FORECAST 2026 PM PEAK HOUR VOLUMES WITH PROJECT C & E COMMERCIAL N SITE RAILWAY RD SE S T E V E N S S T NW NW RHOTON RD52 43 0 68 1002 3 0 0 127 0 10 4 190 STOPSTOP6 0 7 1 8 9 1 7 3 1 4 7 9 8 5 5 2 5 9 1 1 3 1 0 6 4 3 4 5 2 1 1 8 6 4 1 2 1 1 2 3 1 2 6 8 ST O P STOP5 5 1 0 6 1 2 2 3 7 4 8 1 1 7 STOPSTOP510 FIR S T S T S E 5 20 0 0 STOP17 HeathTraffic.com C & E Commercial TIA 18 4.4 Future Level of Service Level of service analyses were made of the future PM peak hour volumes without (background) and with project related trips added to the key roadways and intersections. This analysis once again involved the use of the Synchro 12 analysis program. Delays for the study/access intersections under future conditions are shown below in Table 5. Table 5: Forecast 2026 Weekday Peak Hour Level of Service Delays Given in Seconds per Vehicle Without Project With Project Intersection Control LOS Std. Critical Mvmt. LOS Delay LOS Delay 1st St & Railway Rd Two-Way Stop D WB B 12.5 B 13.0 1st St & Stevens Ave All-Way Stop D Overall C 19.4 C 20.1 1st St & E Yelm Ave (SR 510) Signal D Overall C 27.2 C 27.4 Rhoton Rd & Project Access One-Way Stop D EB -- -- A 8.7 Forecast 2026 PM peak hour level of service is shown to meet city and state standards operating with LOS C conditions or better. No intersection deficiencies are identified with the proposal. 4.5 Left Turn Lane Warrant Left turn lanes are a means of providing necessary storage space for left turning vehicles at intersections. Procedures prescribed by WSDOT Design Manual Exhibit 1310-7a were used to ascertain storage requirements at the proposed access intersection via Rhoton Road. Based on forecast 2026 PM peak hour volumes with project traffic – a left turn lane would not be warranted. Refer to the appendix for the left turn warrant nomograph. HeathTraffic.com C & E Commercial TIA 19 4.6 Access & Sight Distance Access to and from the site is proposed via one new access point extending west from Rhoton Road. Refer to Figure 2 for site plan and access point location. In accordance with established AASHTO Standards5 and the 25-mph posted speed limit along Rhoton Road, sight lines would need to meet or exceed 280-feet in both north and south directions. Preliminary review of the approximate access point location indicate sight lines are acceptable. Visibility exceeds 400-feet in either north or south segments with relatively flat grades. No sight deficiencies are identified with the proposed access location. 5 AASHTO Green Book, 7th Edition. HeathTraffic.com C & E Commercial TIA 20 5. CONCLUSIONS & MITIGATION The C & E Commercial project proposes for the construction of seven industrial buildings totaling approximately 72,223 square feet located within the city of Yelm. The subject site is bordered to the west by Rhoton Road and north of Northern Pacific Road situated within two tax parcels comprised of 3.24-acres. Access to and from the site is proposed via one new roadway extending west from Rhoton Road. Initial reviews indicate sufficient sight lines are the access approach. PM peak hour counts were conducted at three outlying study intersections and along the project’s frontage (Rhoton Road). Existing peak hour level of service was shown to meet City and WSDOT standards operating with LOS C conditions or better (LOS D standards). The project was categorized under ITE’s Industrial Park land use code to account for a variety of potential users that could occupy the site. In total, the project is estimated to generate 243 average weekday daily trips with 25 AM peak hour trips and 25 PM peak hour trips. A three-year horizon of 2026 was evaluated to assess future conditions with and without project generated traffic. Forecast 2026 peak hour analysis included a 1.0% background growth rate and several pipeline projects to establish future peak hour volumes. Forecast 2026 PM peak hour level of service was shown to continue meeting standards continuing to operate with LOS C conditions or better with or without project traffic. A left turn lane was analyzed at the access via Rhoton Road; based on forecast 2026 volumes with project traffic, a left turn lane would not be warranted. No operational deficiencies are identified as a result of the C & E Commercial project. Based on the analysis above, recommended mitigation is as follows: 1. The proposed development is subject for Transportation Facilities Charge per city of Yelm requirements. The city imposes a fee of $1,497.00 per PM peak hour trip. Initial fees are estimated as follows: 25 PM Peak Hour Trips x $1,497.00 = $37,425.00. Finals fees will be assessed by the City at the time of building permit issuance. Please feel free to contact me should you have any questions. Aaron Van Aken, P.E., PTOE HeathTraffic.com C & E Commercial TIA 21 C & E COMMERCIAL TRAFFIC IMPACT ANALYSIS APPENDIX File Name : 5166c Site Code : 00005166 Start Date : 6/14/2023 Page No : 1 Groups Printed- Passenger + - Heavy N 1st St Southbound SR 510 Westbound First St SE Northbound SR 510 Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 04:00 PM 21 29 7 57 7 101 55 163 32 29 33 94 5 106 8 119 433 04:15 PM 12 31 10 53 3 130 53 186 39 31 27 97 7 90 5 102 438 04:30 PM 9 30 6 45 6 103 62 171 39 25 23 87 6 116 10 132 435 04:45 PM 13 27 8 48 5 125 37 167 45 26 25 96 20 124 4 148 459 Total 55 117 31 203 21 459 207 687 155 111 108 374 38 436 27 501 1765 05:00 PM 12 35 15 62 5 133 48 186 36 26 32 94 18 101 7 126 468 05:15 PM 8 21 11 40 2 126 43 171 39 24 30 93 13 131 10 154 458 05:30 PM 14 24 8 46 7 117 42 166 37 26 27 90 17 111 14 142 444 05:45 PM 6 29 5 40 5 114 47 166 46 14 24 84 19 123 9 151 441 Total 40 109 39 188 19 490 180 689 158 90 113 361 67 466 40 573 1811 Grand Total 95 226 70 391 40 949 387 1376 313 201 221 735 105 902 67 1074 3576 Apprch %24.3 57.8 17.9 2.9 69 28.1 42.6 27.3 30.1 9.8 84 6.2 Total %2.7 6.3 2 10.9 1.1 26.5 10.8 38.5 8.8 5.6 6.2 20.6 2.9 25.2 1.9 30 Passenger +92 222 69 383 39 923 370 1332 298 197 218 713 102 888 66 1056 3484 % Passenger +96.8 98.2 98.6 98 97.5 97.3 95.6 96.8 95.2 98 98.6 97 97.1 98.4 98.5 98.3 97.4 Heavy 3 4 1 8 1 26 17 44 15 4 3 22 3 14 1 18 92 % Heavy 3.2 1.8 1.4 2 2.5 2.7 4.4 3.2 4.8 2 1.4 3 2.9 1.6 1.5 1.7 2.6 Heath & Associates PO Box 397 Puyallup, WA 98371 C & E Commercial TIA 22 File Name : 5166c Site Code : 00005166 Start Date : 6/14/2023 Page No : 2 N 1st St Southbound SR 510 Westbound First St SE Northbound SR 510 Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 04:45 PM 04:45 PM 13 27 8 48 5 125 37 167 45 26 25 96 20 124 4 148 459 05:00 PM 12 35 15 62 5 133 48 186 36 26 32 94 18 101 7 126 468 05:15 PM 8 21 11 40 2 126 43 171 39 24 30 93 13 131 10 154 458 05:30 PM 14 24 8 46 7 117 42 166 37 26 27 90 17 111 14 142 444 Total Volume 47 107 42 196 19 501 170 690 157 102 114 373 68 467 35 570 1829 % App. Total 24 54.6 21.4 2.8 72.6 24.6 42.1 27.3 30.6 11.9 81.9 6.1 PHF .839 .764 .700 .790 .679 .942 .885 .927 .872 .981 .891 .971 .850 .891 .625 .925 .977 Passenger +47 105 42 194 18 492 160 670 151 100 114 365 65 462 35 562 1791 % Passenger +100 98.1 100 99.0 94.7 98.2 94.1 97.1 96.2 98.0 100 97.9 95.6 98.9 100 98.6 97.9 Heavy 0 2 0 2 1 9 10 20 6 2 0 8 3 5 0 8 38 % Heavy 0 1.9 0 1.0 5.3 1.8 5.9 2.9 3.8 2.0 0 2.1 4.4 1.1 0 1.4 2.1 N 1st St SR 510 SR 510 First St SE Right 47 0 47 Thru 105 2 107 Left 42 0 42 InOut Total 153 194 347 3 2 5 156 352 196 Right18 1 19 Thru492 9 501 Left160 10 170 OutTotalIn655 670 1325 11 20 31 666 1356 690 Left 114 0 114 Thru 100 2 102 Right 151 6 157 Out TotalIn 330 365 695 15 8 23 345 718 373 Left35 0 35 Thru462 5 467 Right65 3 68 TotalOutIn653 562 1215 9 8 17 662 1232 570 Peak Hour Begins at 04:45 PM Passenger + Heavy Peak Hour Data North Heath & Associates PO Box 397 Puyallup, WA 98371 C & E Commercial TIA 23 File Name : 5184a Site Code : 00005184 Start Date : 7/18/2023 Page No : 1 Groups Printed- Passenger + - Heavy N 1st St Southbound NE Stevens Ave Westbound N 1st St Northbound NE Stevens Ave Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 04:00 PM 10 23 9 42 16 43 11 70 3 18 3 24 7 63 28 98 234 04:15 PM 7 28 5 40 9 42 6 57 12 23 4 39 8 77 26 111 247 04:30 PM 14 24 5 43 8 36 13 57 9 23 1 33 4 71 29 104 237 04:45 PM 7 18 9 34 11 44 11 66 7 17 2 26 7 56 20 83 209 Total 38 93 28 159 44 165 41 250 31 81 10 122 26 267 103 396 927 05:00 PM 20 20 11 51 16 54 10 80 6 28 4 38 11 71 28 110 279 05:15 PM 13 22 7 42 16 38 4 58 5 22 4 31 10 78 28 116 247 05:30 PM 15 19 7 41 7 46 14 67 7 25 1 33 3 68 30 101 242 05:45 PM 4 26 6 36 7 41 12 60 2 30 3 35 6 42 32 80 211 Total 52 87 31 170 46 179 40 265 20 105 12 137 30 259 118 407 979 Grand Total 90 180 59 329 90 344 81 515 51 186 22 259 56 526 221 803 1906 Apprch %27.4 54.7 17.9 17.5 66.8 15.7 19.7 71.8 8.5 7 65.5 27.5 Total %4.7 9.4 3.1 17.3 4.7 18 4.2 27 2.7 9.8 1.2 13.6 2.9 27.6 11.6 42.1 Passenger +90 176 59 325 89 344 81 514 51 182 22 255 54 520 217 791 1885 % Passenger +100 97.8 100 98.8 98.9 100 100 99.8 100 97.8 100 98.5 96.4 98.9 98.2 98.5 98.9 Heavy 0 4 0 4 1 0 0 1 0 4 0 4 2 6 4 12 21 % Heavy 0 2.2 0 1.2 1.1 0 0 0.2 0 2.2 0 1.5 3.6 1.1 1.8 1.5 1.1 Heath & Associates PO Box 397 Puyallup, WA 98371 C & E Commercial TIA 24 File Name : 5184a Site Code : 00005184 Start Date : 7/18/2023 Page No : 2 N 1st St Southbound NE Stevens Ave Westbound N 1st St Northbound NE Stevens Ave Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 20 20 11 51 16 54 10 80 6 28 4 38 11 71 28 110 279 05:15 PM 13 22 7 42 16 38 4 58 5 22 4 31 10 78 28 116 247 05:30 PM 15 19 7 41 7 46 14 67 7 25 1 33 3 68 30 101 242 05:45 PM 4 26 6 36 7 41 12 60 2 30 3 35 6 42 32 80 211 Total Volume 52 87 31 170 46 179 40 265 20 105 12 137 30 259 118 407 979 % App. Total 30.6 51.2 18.2 17.4 67.5 15.1 14.6 76.6 8.8 7.4 63.6 29 PHF .650 .837 .705 .833 .719 .829 .714 .828 .714 .875 .750 .901 .682 .830 .922 .877 .877 Passenger +52 85 31 168 45 179 40 264 20 101 12 133 29 258 117 404 969 % Passenger +100 97.7 100 98.8 97.8 100 100 99.6 100 96.2 100 97.1 96.7 99.6 99.2 99.3 99.0 Heavy 0 2 0 2 1 0 0 1 0 4 0 4 1 1 1 3 10 % Heavy 0 2.3 0 1.2 2.2 0 0 0.4 0 3.8 0 2.9 3.3 0.4 0.8 0.7 1.0 N 1st St NE Stevens Ave NE Stevens Ave N 1st St Right 52 0 52 Thru 85 2 87 Left 31 0 31 InOut Total 263 168 431 6 2 8 269 439 170 Right45 1 46 Thru179 0 179 Left40 0 40 OutTotalIn309 264 573 1 1 2 310 575 265 Left 12 0 12 Thru 101 4 105 Right 20 0 20 Out TotalIn 154 133 287 3 4 7 157 294 137 Left117 1 118 Thru258 1 259 Right29 1 30 TotalOutIn243 404 647 0 3 3 243 650 407 Peak Hour Begins at 05:00 PM Passenger + Heavy Peak Hour Data North Heath & Associates PO Box 397 Puyallup, WA 98371 C & E Commercial TIA 25 File Name : 5184b Site Code : 00005184 Start Date : 7/18/2023 Page No : 1 Groups Printed- Passenger + - Heavy N 1st St Southbound Railway Rd SE Westbound N 1st St Northbound Park Access Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total 04:00 PM 1 29 2 32 1 0 12 13 16 47 0 63 1 0 0 1 109 04:15 PM 1 21 2 24 4 0 17 21 19 44 0 63 0 0 1 1 109 04:30 PM 0 36 2 38 1 0 7 8 23 42 0 65 0 0 0 0 111 04:45 PM 0 33 2 35 0 0 12 12 15 35 0 50 0 0 0 0 97 Total 2 119 8 129 6 0 48 54 73 168 0 241 1 0 1 2 426 05:00 PM 0 39 2 41 0 0 10 10 27 45 2 74 1 0 0 1 126 05:15 PM 0 28 0 28 1 0 18 19 25 42 0 67 1 0 0 1 115 05:30 PM 0 21 1 22 1 0 13 14 20 42 0 62 1 0 0 1 99 05:45 PM 0 19 1 20 1 0 20 21 21 50 0 71 0 0 0 0 112 Total 0 107 4 111 3 0 61 64 93 179 2 274 3 0 0 3 452 Grand Total 2 226 12 240 9 0 109 118 166 347 2 515 4 0 1 5 878 Apprch %0.8 94.2 5 7.6 0 92.4 32.2 67.4 0.4 80 0 20 Total %0.2 25.7 1.4 27.3 1 0 12.4 13.4 18.9 39.5 0.2 58.7 0.5 0 0.1 0.6 Passenger +2 223 11 236 8 0 109 117 166 341 2 509 4 0 1 5 867 % Passenger +100 98.7 91.7 98.3 88.9 0 100 99.2 100 98.3 100 98.8 100 0 100 100 98.7 Heavy 0 3 1 4 1 0 0 1 0 6 0 6 0 0 0 0 11 % Heavy 0 1.3 8.3 1.7 11.1 0 0 0.8 0 1.7 0 1.2 0 0 0 0 1.3 Heath & Associates PO Box 397 Puyallup, WA 98371 C & E Commercial TIA 26 File Name : 5184b Site Code : 00005184 Start Date : 7/18/2023 Page No : 2 N 1st St Southbound Railway Rd SE Westbound N 1st St Northbound Park Access Eastbound Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left 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 0 39 2 41 0 0 10 10 27 45 2 74 1 0 0 1 126 05:15 PM 0 28 0 28 1 0 18 19 25 42 0 67 1 0 0 1 115 05:30 PM 0 21 1 22 1 0 13 14 20 42 0 62 1 0 0 1 99 05:45 PM 0 19 1 20 1 0 20 21 21 50 0 71 0 0 0 0 112 Total Volume 0 107 4 111 3 0 61 64 93 179 2 274 3 0 0 3 452 % App. Total 0 96.4 3.6 4.7 0 95.3 33.9 65.3 0.7 100 0 0 PHF .000 .686 .500 .677 .750 .000 .763 .762 .861 .895 .250 .926 .750 .000 .000 .750 .897 Passenger +0 105 3 108 2 0 61 63 93 176 2 271 3 0 0 3 445 % Passenger +0 98.1 75.0 97.3 66.7 0 100 98.4 100 98.3 100 98.9 100 0 0 100 98.5 Heavy 0 2 1 3 1 0 0 1 0 3 0 3 0 0 0 0 7 % Heavy 0 1.9 25.0 2.7 33.3 0 0 1.6 0 1.7 0 1.1 0 0 0 0 1.5 N 1st St Park Access Railway Rd SE N 1st St Right 0 0 0 Thru 105 2 107 Left 3 1 4 InOut Total 178 108 286 4 3 7 182 293 111 Right2 1 3 Thru0 0 0 Left61 0 61 OutTotalIn96 63 159 1 1 2 97 161 64 Left 2 0 2 Thru 176 3 179 Right 93 0 93 Out TotalIn 169 271 440 2 3 5 171 445 274 Left0 0 0 Thru0 0 0 Right3 0 3 TotalOutIn2 3 5 0 0 0 2 5 3 Peak Hour Begins at 05:00 PM Passenger + Heavy Peak Hour Data North Heath & Associates PO Box 397 Puyallup, WA 98371 C & E Commercial TIA 27 File Name : 5184c Site Code : 00005184 Start Date : 7/18/2023 Page No : 1 Groups Printed- Passenger + - Heavy Roton Rd SE Southbound Roton Rd SE Northbound Start Time Thru Thru Int. Total 04:00 PM 10 9 19 04:15 PM 9 13 22 04:30 PM 11 9 20 04:45 PM 18 5 23 Total 48 36 84 05:00 PM 10 13 23 05:15 PM 6 8 14 05:30 PM 5 4 9 05:45 PM 4 9 13 Total 25 34 59 Grand Total 73 70 143 Apprch %100 100 Total %51 49 Passenger +72 66 138 % Passenger +98.6 94.3 96.5 Heavy 1 4 5 % Heavy 1.4 5.7 3.5 Heath & Associates PO Box 397 Puyallup, WA 98371 C & E Commercial TIA 28 File Name : 5184c Site Code : 00005184 Start Date : 7/18/2023 Page No : 2 Roton Rd SE Southbound Roton Rd SE Northbound Start Time Thru App. Total Thru 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 04:15 PM 04:15 PM 9 9 13 13 22 04:30 PM 11 11 9 9 20 04:45 PM 18 18 5 5 23 05:00 PM 10 10 13 13 23 Total Volume 48 48 40 40 88 % App. Total 100 100 PHF .667 .667 .769 .769 .957 Passenger +47 47 39 39 86 % Passenger +97.9 97.9 97.5 97.5 97.7 Heavy 1 1 1 1 2 % Heavy 2.1 2.1 2.5 2.5 2.3 Roton Rd SE Roton Rd SE Thru 47 1 48 InOut Total 39 47 86 1 1 2 40 88 48 Thru 39 1 40 Out TotalIn 47 39 86 1 1 2 48 88 40 Peak Hour Begins at 04:15 PM Passenger + Heavy Peak Hour Data North Heath & Associates PO Box 397 Puyallup, WA 98371 C & E Commercial TIA 29 C & E Commercial TIA 30 C & E Commercial TIA 31 C & E Commercial TIA 32 8/17/23, 11:42 AM itetripgen.org/query/PrintGraph2?code=130&ivlabel=QFQAF&timeperiod=TPSIDE&x=&edition=685&locationCode=General Urba… https://itetripgen.org/printGraph 1/1 Industrial Park (130) Truck Trip Ends vs:1000 Sq. Ft. GFA On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:3 Avg. 1000 Sq. Ft. GFA:260 Directional Distribution:38% entering, 62% exiting Truck Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 0.04 0.01 - 0.07 0.03 Data Plot and Equation Caution – Small Sample Size T = Trip EndsX = 1000 Sq. Ft. GFA Study Site Average Rate Fitted Curve Equation: Not Given R²= **** Trip Gen Manual,11th Edition Institute of Transportation Engineers 0 100 200 300 400 5000 5 10 15 20 C & E Commercial TIA 33 Heath & Associates, Inc. Pipeline Volumes - C & E Commercial TIA 8-16-2023 1st St NE & Railway Rd SE PM Peak Hour Pipeline Volume Summations 1. The Hutch 1 3 1 1 2. Durant St Plat 3. Alpine Estates 4. Tahoma Blvd Apartments 5. El Rey Burro 6. The Summit At Thompson Creek 7. Samantha Ridge 8. Habitat for Humanity 9. Liberty Grove 2 3 10. 407 E Yelm Coffee 1 1 11. Country Meadow Estates I 1 12. Country Meadow Estates II Totals 0 3 0 0 0 5 4 2 0 0 0 0 1st St NE & Stevens St NW PM Peak Hour Pipeline Volume Summations 1. The Hutch 4 2 2. Durant St Plat 3. Alpine Estates 4. Tahoma Blvd Apartments 5. El Rey Burro 6. The Summit At Thompson Creek 7. Samantha Ridge 2 1 8. Habitat for Humanity 9. Liberty Grove 2 3 10. 407 E Yelm Coffee 1 1 11. Country Meadow Estates I 1 12. Country Meadow Estates II Totals 0 7 1 0 2 0 0 6 0 0 1 0 SR 5010/SR507 & 1st St PM Peak Hour Pipeline Volume Summations 1. The Hutch 4 20 10 6 11 2 2. Durant St Plat 4 3 2 2 3. Alpine Estates 11 7 7 11 4. Tahoma Blvd Apartments 7 3 2 5 5. El Rey Burro 3 2 2 3 6. The Summit At Thompson Creek 28 5 5 14 7. Samantha Ridge 5 2 8. Habitat for Humanity 4 3 9. Liberty Grove 2 5 8 3 10. 407 E Yelm Coffee 1 1 3 2 11. Country Meadow Estates I 9 3 4 15 12 Country Meadow Estates II 3 6 Totals 6 0 1 1 91 14 11 0 30 28 71 5 C & E Commercial TIA 34 Heath & Associates, Inc C & E Commercial TIA 8-16-2023 Annual Growth Rate: 1 % # of Years to Horizon: 3 1. SR 510/SR 507 & 1st St SBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Existing 47 107 42 19 501 170 157 102 114 68 467 35 Project Trips 5 3 1 0 0 0 0 1 0 0 0 2 Pipeline 6 0 1 1 91 14 11 0 30 28 71 5 Without 54 110 44 21 607 189 173 105 147 98 552 41 With 59 113 45 21 607 189 173 106 147 98 552 43 2. 1st St & Stevens St SBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Existing 52 87 31 46 179 40 20 105 12 30 259 118 Project Trips 1 9 4 1 0 0 0 3 0 0 0 0 Pipeline 0 7 1 0 2 0 0 6 0 0 1 0 Without 54 97 33 47 186 41 21 114 12 31 268 122 With 55 106 37 48 186 41 21 117 12 31 268 122 3. 1st St & RailWay Rd SE SBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Existing 0 107 4 3 0 61 93 179 2 3 0 0 Project Trips 0 14 6 1 0 0 0 4 0 0 0 0 Pipeline 0 3 0 0 0 5 4 2 0 0 0 0 Without 0 113 4 3 0 68 100 186 2 3 0 0 With 0 127 10 4 0 68 100 190 2 3 0 0 4. NW Rhoton Rd & Access SBR SBT SBL WBR WBT WBL NBR NBT NBL EBR EBT EBL Existing 0 48 0 0 0 0 0 40 0 0 0 0 Project Trips 0 0 0 0 0 0 0 0 5 20 0 0 Pipeline 0 3 0 0 0 0 0 2 0 0 0 0 Without 0 52 0 0 0 0 0 43 0 0 0 0 With 0 52 0 0 0 0 0 43 5 20 0 0 2026 PM Peak Hour Forecast Intersection Volumes C & E Commercial TIA 35 Made with Emme. Map tiles ©MapTiler ©OpenStreetMap contributors 1019 TAZ 1019 - 2018 Trip Distribution Committed Project Network 2023-07-24 Disclaimer: This map is for general planning purposes only. Thurston Regional Planning Council makes no representation as to accuracy or fitness of the information for a particular purpose. Jul 24, 2023 C & E Commercial TIA 36 HCM 7th TWSC Existing PM Peak Hour 3: 1st St/NW Rhoton Rd & Park Access/Railway Rd SE Synchro 12 Light Report Page 1 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 3 61 0 3 2 179 93 4 107 0 Future Vol, veh/h 0 0 3 61 0 3 2 179 93 4 107 0 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, %1 1 1 1 1 33 1 2 1 25 2 1 Mvmt Flow 0 0 3 68 0 3 2 199 103 4 119 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 331 435 120 385 384 252 119 0 0 303 0 0 Stage 1 128 128 -256 256 ------- Stage 2 203 308 -129 128 ------- Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.53 4.11 --4.35 -- Critical Hdwy Stg 1 6.11 5.51 -6.11 5.51 ------- Critical Hdwy Stg 2 6.11 5.51 -6.11 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.597 2.209 --2.425 -- Pot Cap-1 Maneuver 624 516 934 575 551 717 1475 --1138 -- Stage 1 878 792 -751 697 ------- Stage 2 801 662 -877 792 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 618 512 933 569 547 717 1475 --1137 -- Mov Cap-2 Maneuver 618 512 -569 547 ------- Stage 1 877 789 -749 696 ------- Stage 2 796 660 -870 789 ------- Approach EB WB NB SB HCM Control Delay, s/v 8.87 12.15 0.05 0.29 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1475 --933 574 1137 -- HCM Lane V/C Ratio 0.002 --0.004 0.124 0.004 -- HCM Control Delay (s/veh)7.4 0 -8.9 12.2 8.2 0 - HCM Lane LOS A A -A B A A - HCM 95th %tile Q(veh)0 --0 0.4 0 -- C & E Commercial TIA 37 HCM 7th AWSC Existing PM Peak Hour 2: 1st St & Stevens St Synchro 12 Light Report Page 1 Intersection Intersection Delay, s/veh 17.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 118 259 30 40 179 46 12 105 20 31 87 52 Future Vol, veh/h 118 259 30 40 179 46 12 105 20 31 87 52 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %1 1 3 1 1 2 1 4 1 1 2 1 Mvmt Flow 134 294 34 45 203 52 14 119 23 35 99 59 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay, s/veh 22.9 14.6 12.5 12.3 HCM LOS C B B B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %100%0%29%15%100%0% Vol Thru, %0%84%64%68%0%63% Vol Right, %0%16%7%17%0%37% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 12 125 407 265 31 139 LT Vol 12 0 118 40 31 0 Through Vol 0 105 259 179 0 87 RT Vol 0 20 30 46 0 52 Lane Flow Rate 14 142 463 301 35 158 Geometry Grp 7 7 2 2 7 7 Degree of Util (X)0.029 0.281 0.735 0.495 0.075 0.301 Departure Headway (Hd)7.71 7.133 5.72 5.923 7.631 6.865 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 464 503 634 611 470 523 Service Time 5.459 4.882 3.731 3.939 5.377 4.611 HCM Lane V/C Ratio 0.03 0.282 0.73 0.493 0.074 0.302 HCM Control Delay, s/veh 10.7 12.7 22.9 14.6 11 12.6 HCM Lane LOS B B C B B B HCM 95th-tile Q 0.1 1.1 6.4 2.7 0.2 1.3 C & E Commercial TIA 38 HCM 7th Signalized Intersection Summary Existing PM Peak Hour 1: S 1st St/N 1st St & SR 510/SR 507 Synchro 12 Light Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)35 467 68 170 501 19 114 102 157 42 107 47 Future Volume (veh/h)35 467 68 170 501 19 114 102 157 42 107 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.99 1.00 0.99 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1841 1811 1870 1826 1885 1870 1841 1885 1870 1885 Adj Flow Rate, veh/h 36 477 69 173 511 19 116 104 160 43 109 48 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %1 1 4 6 2 5 1 2 4 1 2 1 Cap, veh/h 67 602 485 224 737 27 155 143 219 76 210 92 Arrive On Green 0.04 0.32 0.32 0.13 0.41 0.41 0.09 0.22 0.22 0.04 0.17 0.17 Sat Flow, veh/h 1795 1885 1520 1725 1791 67 1795 659 1014 1795 1218 536 Grp Volume(v), veh/h 36 477 69 173 0 530 116 0 264 43 0 157 Grp Sat Flow(s),veh/h/ln 1795 1885 1520 1725 0 1858 1795 0 1674 1795 0 1754 Q Serve(g_s), s 1.2 14.2 2.0 6.0 0.0 14.4 3.9 0.0 9.0 1.4 0.0 5.0 Cycle Q Clear(g_c), s 1.2 14.2 2.0 6.0 0.0 14.4 3.9 0.0 9.0 1.4 0.0 5.0 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.61 1.00 0.31 Lane Grp Cap(c), veh/h 67 602 485 224 0 764 155 0 362 76 0 302 V/C Ratio(X)0.54 0.79 0.14 0.77 0.00 0.69 0.75 0.00 0.73 0.57 0.00 0.52 Avail Cap(c_a), veh/h 785 1143 922 755 0 1127 785 0 1113 785 0 1166 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.1 19.1 14.9 25.9 0.0 14.9 27.4 0.0 22.4 28.9 0.0 23.1 Incr Delay (d2), s/veh 6.5 2.4 0.1 5.6 0.0 1.1 7.0 0.0 2.8 6.5 0.0 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 6.1 0.7 2.7 0.0 5.7 1.9 0.0 3.6 0.7 0.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.6 21.5 15.1 31.5 0.0 16.0 34.5 0.0 25.3 35.4 0.0 24.5 LnGrp LOS D C B C B C C D C Approach Vol, veh/h 582 703 380 200 Approach Delay, s/veh 21.6 19.9 28.1 26.9 Approach LOS C B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.5 24.1 9.8 15.1 6.8 29.8 7.1 17.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.9 37.3 26.9 40.9 26.9 37.3 26.9 40.9 Max Q Clear Time (g_c+I1), s 8.0 16.2 5.9 7.0 3.2 16.4 3.4 11.0 Green Ext Time (p_c), s 0.4 3.4 0.3 1.0 0.1 3.7 0.1 1.9 Intersection Summary HCM 7th Control Delay, s/veh 22.8 HCM 7th LOS C C & E Commercial TIA 39 HCM 7th TWSC Forecast 2026 PM Peak Hour 3: 1st St/NW Rhoton Rd & Park Access/Railway Rd SE Without Project Synchro 12 Light Report Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 3 68 0 3 2 186 100 4 113 0 Future Vol, veh/h 0 0 3 68 0 3 2 186 100 4 113 0 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, %1 1 1 1 1 33 1 2 1 25 2 1 Mvmt Flow 0 0 3 76 0 3 2 207 111 4 126 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 346 458 127 403 402 263 126 0 0 319 0 0 Stage 1 134 134 -268 268 ------- Stage 2 211 323 -135 134 ------- Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.53 4.11 --4.35 -- Critical Hdwy Stg 1 6.11 5.51 -6.11 5.51 ------- Critical Hdwy Stg 2 6.11 5.51 -6.11 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.597 2.209 --2.425 -- Pot Cap-1 Maneuver 611 501 926 560 538 706 1467 --1122 -- Stage 1 871 787 -740 689 ------- Stage 2 793 652 -870 787 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 604 497 926 553 535 705 1467 --1121 -- Mov Cap-2 Maneuver 604 497 -553 535 ------- Stage 1 870 784 -738 687 ------- Stage 2 788 650 -863 784 ------- Approach EB WB NB SB HCM Control Delay, s/v 8.9 12.51 0.05 0.28 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1467 --926 558 1121 -- HCM Lane V/C Ratio 0.002 --0.004 0.141 0.004 -- HCM Control Delay (s/veh)7.5 0 -8.9 12.5 8.2 0 - HCM Lane LOS A A -A B A A - HCM 95th %tile Q(veh)0 --0 0.5 0 -- C & E Commercial TIA 40 HCM 7th AWSC Forecast 2026 PM Peak Hour 2: 1st St & Stevens St Without Project Synchro 12 Light Report Page 1 Intersection Intersection Delay, s/veh 19.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 122 268 31 41 186 47 12 114 21 33 97 54 Future Vol, veh/h 122 268 31 41 186 47 12 114 21 33 97 54 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %1 1 3 1 1 2 1 4 1 1 2 1 Mvmt Flow 139 305 35 47 211 53 14 130 24 38 110 61 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay, s/veh 26.8 15.8 13.2 13 HCM LOS D C B B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %100%0%29%15%100%0% Vol Thru, %0%84%64%68%0%64% Vol Right, %0%16%7%17%0%36% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 12 135 421 274 33 151 LT Vol 12 0 122 41 33 0 Through Vol 0 114 268 186 0 97 RT Vol 0 21 31 47 0 54 Lane Flow Rate 14 153 478 311 38 172 Geometry Grp 7 7 2 2 7 7 Degree of Util (X)0.03 0.313 0.781 0.528 0.081 0.337 Departure Headway (Hd)7.91 7.335 5.877 6.108 7.817 7.062 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 452 489 617 588 458 508 Service Time 5.666 5.091 3.918 4.157 5.571 4.816 HCM Lane V/C Ratio 0.031 0.313 0.775 0.529 0.083 0.339 HCM Control Delay, s/veh 10.9 13.4 26.8 15.8 11.3 13.4 HCM Lane LOS B B D C B B HCM 95th-tile Q 0.1 1.3 7.4 3.1 0.3 1.5 C & E Commercial TIA 41 HCM 7th Signalized Intersection Summary Forecast 2026 PM Peak Hour 1: S 1st St/N 1st St & SR 510/SR 507 Without Project Synchro 12 Light Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)41 552 98 189 607 21 147 105 173 44 110 54 Future Volume (veh/h)41 552 98 189 607 21 147 105 173 44 110 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.99 1.00 0.99 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1841 1811 1870 1826 1885 1870 1841 1885 1870 1885 Adj Flow Rate, veh/h 42 563 100 193 619 21 150 107 177 45 112 55 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %1 1 4 6 2 5 1 2 4 1 2 1 Cap, veh/h 70 668 539 241 818 28 194 137 227 74 177 87 Arrive On Green 0.04 0.35 0.35 0.14 0.45 0.45 0.11 0.22 0.22 0.04 0.15 0.15 Sat Flow, veh/h 1795 1885 1521 1725 1798 61 1795 629 1040 1795 1170 575 Grp Volume(v), veh/h 42 563 100 193 0 640 150 0 284 45 0 167 Grp Sat Flow(s),veh/h/ln 1795 1885 1521 1725 0 1859 1795 0 1669 1795 0 1744 Q Serve(g_s), s 1.7 20.1 3.3 7.9 0.0 20.9 5.9 0.0 11.7 1.8 0.0 6.6 Cycle Q Clear(g_c), s 1.7 20.1 3.3 7.9 0.0 20.9 5.9 0.0 11.7 1.8 0.0 6.6 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.62 1.00 0.33 Lane Grp Cap(c), veh/h 70 668 539 241 0 845 194 0 365 74 0 264 V/C Ratio(X)0.60 0.84 0.19 0.80 0.00 0.76 0.77 0.00 0.78 0.61 0.00 0.63 Avail Cap(c_a), veh/h 661 963 777 635 0 950 661 0 935 661 0 977 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.5 21.7 16.3 30.4 0.0 16.6 31.7 0.0 26.9 34.4 0.0 29.1 Incr Delay (d2), s/veh 7.8 4.7 0.2 6.1 0.0 3.2 6.4 0.0 3.6 8.0 0.0 2.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 9.3 1.1 3.6 0.0 9.0 2.9 0.0 4.9 0.9 0.0 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 42.3 26.4 16.5 36.5 0.0 19.7 38.0 0.0 30.5 42.4 0.0 31.6 LnGrp LOS D C B D B D C D C Approach Vol, veh/h 705 833 434 212 Approach Delay, s/veh 25.9 23.6 33.1 33.9 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.7 30.4 12.4 15.5 7.4 37.7 7.5 20.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.9 37.3 26.9 40.9 26.9 37.3 26.9 40.9 Max Q Clear Time (g_c+I1), s 9.9 22.1 7.9 8.6 3.7 22.9 3.8 13.7 Green Ext Time (p_c), s 0.5 3.8 0.4 1.1 0.1 4.0 0.1 2.0 Intersection Summary HCM 7th Control Delay, s/veh 27.2 HCM 7th LOS C C & E Commercial TIA 42 HCM 7th TWSC Forecast 2026 PM Peak Hour 3: 1st St/NW Rhoton Rd & Park Access/Railway Rd SE With Project Synchro 12 Light Report Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 3 68 0 4 2 190 100 10 127 0 Future Vol, veh/h 0 0 3 68 0 4 2 190 100 10 127 0 Conflicting Peds, #/hr 0 0 1 1 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, %1 1 1 1 1 33 1 2 1 25 2 1 Mvmt Flow 0 0 3 76 0 4 2 211 111 11 141 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 379 491 142 436 435 268 141 0 0 323 0 0 Stage 1 163 163 -272 272 ------- Stage 2 216 328 -164 163 ------- Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.53 4.11 --4.35 -- Critical Hdwy Stg 1 6.11 5.51 -6.11 5.51 ------- Critical Hdwy Stg 2 6.11 5.51 -6.11 5.51 ------- Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.597 2.209 --2.425 -- Pot Cap-1 Maneuver 581 480 908 532 516 702 1448 --1118 -- Stage 1 841 765 -736 686 ------- Stage 2 789 649 -840 765 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 570 473 907 522 509 701 1448 --1117 -- Mov Cap-2 Maneuver 570 473 -522 509 ------- Stage 1 839 757 -734 684 ------- Stage 2 782 647 -827 757 ------- Approach EB WB NB SB HCM Control Delay, s/v 8.98 13 0.05 0.6 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1448 --907 530 1117 -- HCM Lane V/C Ratio 0.002 --0.004 0.151 0.01 -- HCM Control Delay (s/veh)7.5 0 -9 13 8.3 0 - HCM Lane LOS A A -A B A A - HCM 95th %tile Q(veh)0 --0 0.5 0 -- C & E Commercial TIA 43 HCM 7th AWSC Forecast 2026 PM Peak Hour 2: 1st St & Stevens St With Project Synchro 12 Light Report Page 1 Intersection Intersection Delay, s/veh 20.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 122 268 31 41 186 48 12 117 21 37 106 55 Future Vol, veh/h 122 268 31 41 186 48 12 117 21 37 106 55 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, %1 1 3 1 1 2 1 4 1 1 2 1 Mvmt Flow 139 305 35 47 211 55 14 133 24 42 120 63 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay, s/veh 28.2 16.3 13.5 13.4 HCM LOS D C B B Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, %100%0%29%15%100%0% Vol Thru, %0%85%64%68%0%66% Vol Right, %0%15%7%17%0%34% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 12 138 421 275 37 161 LT Vol 12 0 122 41 37 0 Through Vol 0 117 268 186 0 106 RT Vol 0 21 31 48 0 55 Lane Flow Rate 14 157 478 313 42 183 Geometry Grp 7 7 2 2 7 7 Degree of Util (X)0.03 0.323 0.794 0.539 0.092 0.362 Departure Headway (Hd)7.997 7.424 5.974 6.212 7.872 7.128 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 447 483 608 578 455 503 Service Time 5.76 5.187 4.017 4.264 5.631 4.886 HCM Lane V/C Ratio 0.031 0.325 0.786 0.542 0.092 0.364 HCM Control Delay, s/veh 11 13.7 28.2 16.3 11.4 13.9 HCM Lane LOS B B D C B B HCM 95th-tile Q 0.1 1.4 7.7 3.2 0.3 1.6 C & E Commercial TIA 44 HCM 7th Signalized Intersection Summary Forecast 2026 PM Peak Hour 1: S 1st St/N 1st St & SR 510/SR 507 With Project Synchro 12 Light Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)43 552 98 189 607 21 147 106 173 45 113 59 Future Volume (veh/h)43 552 98 189 607 21 147 106 173 45 113 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.99 1.00 0.99 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1841 1811 1870 1826 1885 1870 1841 1885 1870 1885 Adj Flow Rate, veh/h 44 563 100 193 619 21 150 108 177 46 115 60 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %1 1 4 6 2 5 1 2 4 1 2 1 Cap, veh/h 73 668 539 241 815 28 194 138 227 75 174 91 Arrive On Green 0.04 0.35 0.35 0.14 0.45 0.45 0.11 0.22 0.22 0.04 0.15 0.15 Sat Flow, veh/h 1795 1885 1521 1725 1798 61 1795 633 1037 1795 1143 596 Grp Volume(v), veh/h 44 563 100 193 0 640 150 0 285 46 0 175 Grp Sat Flow(s),veh/h/ln 1795 1885 1521 1725 0 1859 1795 0 1670 1795 0 1740 Q Serve(g_s), s 1.8 20.1 3.3 7.9 0.0 21.0 6.0 0.0 11.8 1.8 0.0 6.9 Cycle Q Clear(g_c), s 1.8 20.1 3.3 7.9 0.0 21.0 6.0 0.0 11.8 1.8 0.0 6.9 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.62 1.00 0.34 Lane Grp Cap(c), veh/h 73 668 539 241 0 843 194 0 365 75 0 265 V/C Ratio(X)0.61 0.84 0.19 0.80 0.00 0.76 0.77 0.00 0.78 0.62 0.00 0.66 Avail Cap(c_a), veh/h 660 961 775 634 0 947 660 0 933 660 0 972 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.6 21.8 16.3 30.5 0.0 16.7 31.8 0.0 26.9 34.5 0.0 29.3 Incr Delay (d2), s/veh 7.9 4.8 0.2 6.1 0.0 3.2 6.4 0.0 3.6 8.0 0.0 2.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 9.3 1.1 3.6 0.0 9.0 2.9 0.0 4.9 1.0 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 42.5 26.5 16.5 36.6 0.0 19.9 38.1 0.0 30.6 42.6 0.0 32.1 LnGrp LOS D C B D B D C D C Approach Vol, veh/h 707 833 435 221 Approach Delay, s/veh 26.1 23.8 33.2 34.3 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.7 30.4 12.4 15.6 7.5 37.7 7.5 20.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.9 37.3 26.9 40.9 26.9 37.3 26.9 40.9 Max Q Clear Time (g_c+I1), s 9.9 22.1 8.0 8.9 3.8 23.0 3.8 13.8 Green Ext Time (p_c), s 0.5 3.8 0.4 1.1 0.1 4.0 0.1 2.0 Intersection Summary HCM 7th Control Delay, s/veh 27.4 HCM 7th LOS C C & E Commercial TIA 45 HCM 7th TWSC Forecast 2026 PM Peak Hour 4: NW Rhoton Rd & Project Access With Project Synchro 12 Light Report Page 1 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 20 5 43 52 0 Future Vol, veh/h 0 20 5 43 52 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length ------ Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %1 10 20 2 2 1 Mvmt Flow 0 22 5 47 57 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 114 57 57 0 -0 Stage 1 57 ----- Stage 2 58 ----- Critical Hdwy 6.41 6.3 4.3 --- Critical Hdwy Stg 1 5.41 ----- Critical Hdwy Stg 2 5.41 ----- Follow-up Hdwy 3.509 3.39 2.38 --- Pot Cap-1 Maneuver 885 988 1440 --- Stage 1 969 ----- Stage 2 968 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 881 988 1440 --- Mov Cap-2 Maneuver 881 ----- Stage 1 965 ----- Stage 2 968 ----- Approach EB NB SB HCM Control Delay, s/v 8.73 0.78 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1440 -988 -- HCM Lane V/C Ratio 0.004 -0.022 -- HCM Control Delay (s/veh)7.5 0 8.7 -- HCM Lane LOS A A A -- HCM 95th %tile Q(veh)0 -0.1 -- C & E Commercial TIA 46 Intersections Chapter 1310 Page 1310-14 WSDOT Design Manual M 22-01.19 May 2021 Exhibit 1310-7a Left-Turn Storage Guidelines: Two-Lane, Unsignalized 40 m p h * * 50 mph * * 60 mph** % Total DHV Turning Left (single turning movement)Total DHV*1,000 900 800 700 600 500 400 300 0 5 10 15 20 25 Below curve, storage not needed for capacity. Above curve, further analysis recommended. KEY: 1 2 1 2 1 2 1 21,100 * DHV is total volume from both directions **Speeds are posted speeds C & E Commercial TIA 47 C & E Commercial TIA 48