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HomeMy WebLinkAboutRS_Traffic Impact Analysis_240514_V1.pdf May 2024 KH #194612001 Copyright © Kimley-Horn and Associates, Inc. TRAFFIC IMPACT ANALYSIS TESLA RENTON JURISDICTION: CITY OF RENTON, WA Prepared for: ARCVISION, INC 1950 Craig Road Suite 300 St. Louis, MO 63146 Prepared by: Tesla Renton May 2024 Traffic Impact Analysis KH #194612001 TRAFFIC IMPACT ANALYSIS FOR TESLA RENTON Prepared for: ARCVISION, INC 1950 Craig Road Suite 300 St. Louis, MO 63146 Prepared by: Kimley-Horn and Associates, Inc. 2828 Colby Avenue Suite 200 Everett, Washington 98201 (425) 708-8275 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley- Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. Ó May 2024 KH #194612001 05/06/24 Tesla Renton May 2024 Traffic Impact Analysis Page i KH #194612001 TABLE OF CONTENTS 1.Introduction ....................................................................................................................................... 1 2.Collision Data .................................................................................................................................... 3 3.Trip Generation ................................................................................................................................. 4 4.Trip Distribution and Assignment ....................................................................................................... 4 5.Existing and Projected Traffic Volumes .............................................................................................. 7 6.Intersection Level of Service Analysis .............................................................................................. 12 7.Transportation Impact Fees ............................................................................................................. 13 8.Conclusions .................................................................................................................................... 13 LIST OF FIGURES Figure 1: Site Vicinity Map ....................................................................................................................... 2 Figure 2: Development Trip Distribution – AM Peak-Hour......................................................................... 5 Figure 3: Development Trip Distribution – PM Peak-Hour......................................................................... 6 Figure 4: 2024 Existing Turning Movements ............................................................................................ 8 Figure 5: 2025 Baseline Turning Movements ........................................................................................... 9 Figure 6: 2025 Future with Development Turning Movements ................................................................ 10 LIST OF TABLES Table 1: Collision Type Summary ............................................................................................................ 3 Table 2: Collision Rate Summary ............................................................................................................. 3 Table 3: Trip Generation Summary .......................................................................................................... 4 Table 4: Level of Service Criteria for Intersections.................................................................................. 11 Table 5: Intersection Level of Service Summary – PM Peak-Hour .......................................................... 12 Table 6: Transportation Mitigation Fees ................................................................................................. 13 Tesla Renton May 2024 Traffic Impact Analysis Page ii KH #194612001 LIST OF APPENDICES Collision Data ..........................................................................................................................................A Trip Generation Calculations....................................................................................................................B Counts and Turning Movement Sheets ................................................................................................... C Level of Service Calculations .................................................................................................................. D Tesla Renton May 2024 Traffic Impact Analysis Page 1 KH #194612001 1.INTRODUCTION Kimley-Horn and Associates, Inc. (KH) has been retained to provide a Traffic Impact Analysis (TIA) for the Tesla Sales and Service Center Renton (Development) located in the City of Renton (City). The Development is proposed to consist of up to 60 employees associated with sales and service of vehicles and another 50 employees associated with automobile care center/collision repair. The Development is located at 600 SW 10th Street in the City on the north side of SW 10 th Street, west of Lind Avenue. Per King County Parcel Viewer, the parcel is listed as occupied with an existing 114,531 square foot (SF) building of which 7.9% (9,048 SF) is allocated as office space with the remaining 105,483 SF as manufacturing. A site vicinity map is shown in Figure 1. The site is proposed to utilize the existing accesses to SW 10 th Street. The Development is anticipated to be constructed and fully occupied by 2025; therefore, 2025 was used for the baseline and future with development analysis. Matthew Palmer, responsible for this report, is a licensed professional engineer (Civil) in the State of Washington and member of the Washington State section of the Institute of Transportation Engineers (ITE). The trip generation, study intersections, and trip distribution were scoped with the City. The intersections will be analyzed during the AM and PM peak-hours. The study intersections and control are: 1. Lind Avenue SW at SW 10th Street – Minor-Leg Stop-Control (MLSC) 2. Powell Avenue SW at SW 10th Street – MLSC 3. Powell Avenue SW at SW Grady Way – Signalized 4. Lind Avenue SW at SW Grady Way – Signalized 5. Site Access at SW 10th Street – MLSC Tesla Renton May 2024 Traffic Impact Analysis Page 3 KH #194612001 2.COLLISION DATA Collision data was obtained from Washington State Department of Transportation (WSDOT) for the time period between January 1, 2019, through December 31, 2023. This is the most recent five-year collision data. The data shows a total of 36 collisions at four of the study intersections. The number of collisions and types of collisions at the study intersections are summarized in Table 1. Table 1: Collision Type Summary Intersection Collision Type Total CollisionsRear- End Sideswipe At- Angle Opp. Dir Same Dir Other/ Fixed Object 1. Lind Ave SW at SW 10th St 0 0 1 0 1 0 2 2. Powell Ave SW at SW 10th St 0 0 0 0 0 0 0 3. Powell Ave SW at SW Grady Way 3 0 2 1 0 1 7 4. Lind Ave SW at SW Grady Way 4 1 7 13 0 2 27 The collision types are consistent with the anticipated collisions for the study intersections. Rear-end and at-angle collisions are the most common collisions for intersections. There were no fatalities reported during the five-year period at the study intersections. The collision rates at the study intersections have also been evaluated. The collisions per million entering vehicles (MEV) is the standard rate for intersections. The daily trips at the study intersection have been estimated using a rate of ten daily trips to one PM peak-hour trip. The collision rates at the study intersections are summarized in Table 2. Table 2: Collision Rate Summary Intersection Total Collisions Collisions per Year Collision Rate (per MEV)1 Years Rate ADT Years Rate 1.Lind Ave SW at SW 10th St 2 5 0.4 5,750 5 0.19 2.Powell Ave SW at SW 10th St 0 5 0 2,560 5 0 3.Powell Ave SW at SW Grady Way 7 5 1.4 23,700 5 0.16 4.Lind Ave SW at SW Grady Way 27 5 5.4 24,910 5 0.59 Typical collision rate thresholds for intersections are 5 collision per year for unsignalized intersections, 10 collisions per year for signalized intersections, and a collision rate of more than 1.0 collisions per MEV. These thresholds would typically identify when a more detailed collision review may be needed. The collision rates show that none of the study intersections have a rate more than 5 collisions per year or a rate greater than 1.0 collisions per MEV. The collision history at the study intersections should therefore not be considered significant. Additional analysis of the collision history should therefore not be required. The collision data is provided in Appendix A. 1 The collision rate is based on MEVs. Tesla Renton May 2024 Traffic Impact Analysis Page 4 KH #194612001 3.TRIP GENERATION The Development is proposed to repurpose the existing warehouse to an automobile sales and collision service and repair center. The trip generation calculations have been performed using data published by the Institute of Transportation Engineers (ITE)Trip Generation Manual, 11th Edition (2021). The average trip generation rates for ITE Land Use Codes (LUC) 840, Automobile Sales (New), LUC 942, Automobile Care Center (New), LUC 140, Manufacturing, and LUC 710, General Office, have been used for the trip generation calculations. The employee split for the Automobile Sales and Automobile Care Center is based on the Operational Letter provided by Tesla and our discussion with City staff. The existing building is to be repurposed with construction of the Development. Therefore, the existing trips should be credited to the Development as it has not been vacant for more than 3-years. The trip generation is summarized in Table 3. The Development is anticipated to generate approximately 858 new ADTs with approximately 19 new AM peak-hour trips and approximately 42 new PM peak-hour trips. The trip generation data is provided in Appendix B. Table 3: Trip Generation Summary Land Use Size Average Daily Trips (ADTs) AM Peak-Hour Trips PM Peak-Hour Trips In Out Total In Out Total Automobile Sales (New) ITE LUC 840 60 Employees 672 39 16 55 24 37 61 Automobile Care Center (New) ITE LUC 942 50 Employees 785 35 15 50 29 43 72 Warehousing ITE LUC 140 (Removed) -105,483 SF -501 -55 -17 -72 -24 -54 -78 General Office ITE LUC 710 (Removed) -9,048 SF -98 -12 -2 -14 -2 -11 -13 TOTAL 858 7 12 19 27 15 42 4.TRIP DISTRIBUTION AND ASSIGNMENT Trip distribution and traffic assignments for the Development are based on previously approved distributions and counts in the site vicinity. The anticipated trip distribution is: l 30% to and from the south along Rainier Avenue S (SR-167) l 20% to and from the west along I-405 l 20% to and from the east along I-405 l 15% to and from the north along Rainier Avenue S (SR-167) l 10% to and from the east along SW Grady Way l 5% to and from the west along SW Grady Way The AM and PM peak-hour trip distributions are included in Figure 2 and Figure 3, respectively. Tesla Renton May 2024 Traffic Impact Analysis Page 7 KH #194612001 5.EXISTING AND PROJECTED TRAFFIC VOLUMES The analysis has been performed for the existing conditions, 2025 baseline conditions, and 2025 future with development conditions during the AM and PM peak-hour. Existing counts were collected by IDAX in April 2024. The existing turning movements are shown in Figure 4. The 2025 baseline turning movements were calculated by applying a 2.0% annually compounding growth rate and applying pipeline trips from the following developments: l UW Medicine Testing Lap l 1905 Raymond Avenue SW Distribution Facility In addition, the intersection of Lind Avenue SW at SW Grady Way currently has reduced volumes as the Lind Avenue bridge crossing Interstate 405 was not operational before the existing counts were collected. In order to determine the trips at the intersection of Lind Avenue SW at SW Grady Way in the 2025 baseline condition the 2023 volumes to and from Lind Avenue SW south of SW Grady Way form the UW Medicine Testing Lab TIA were balanced with the existing counts and added as pipeline trip to this intersection. This resulted in a 101% increase in the AM peak-hour and 87% increase in the PM peak-hour traffic at this intersection with the predominant volume increase being the northbound right-turn and westbound left-turn. The 2025 baseline turning movements at the study intersections are shown in Figure 5. The 2025 future with development volumes were calculated by adding the trips generated by the Development to the 2025 baseline conditions. The 2025 future with development turning movements at the study intersections are included in Figure 6. The counts, pipeline information, and turning movement sheets are provided in Appendix C. The peak-hour level of service (LOS) analysis calculations was completed using the Synchro 11, Build 2 software for the signalized and unsignalized intersections. This software program applies the operational analysis methodology of the current Highway Capacity Manual (HCM) 6th Edition. Traffic congestion is measured in terms of level of service. In accordance with the HCM 6th Edition, road facilities and intersections are rated between LOS A and LOS F, with LOS A being free flow and LOS F being forced flow or over-capacity conditions. The level of service criteria is summarized in Table 4. The level of service at two-way stop-controlled intersections is based on the average delay of the worst approach. The level of service at signalized and all-way stop-controlled intersections is based on the average delay for all approaches. Geometric characteristics and conflicting traffic movements are taken into consideration when determining level of service values. Per the City of Renton’s Transportation Element, the acceptable level of service is LOS D except along the following specific corridors, Carr Road, Logan Avenue, Rainier Avenue, Grady Way, SR-900 and SR-515, and the Renton Urban Center and Center Village, where the acceptable level of service is LOS E. Tesla Renton May 2024 Traffic Impact Analysis Page 11 KH #194612001 Table 4: Level of Service Criteria for Intersections Level of 2 Service Expected Delay Intersection Control Delay (Seconds per Vehicle) Unsignalized Intersections Signalized Intersections A Little/No Delay <10 <10 B Short Delays >10 and <15 >10 and <20 C Average Delays >15 and <25 >20 and <35 D Long Delays >25 and <35 >35 and <55 E Very Long Delays >35 and <50 >55 and <80 F Extreme Delays3 >50 >80 2 Source:Highway Capacity Manual 6th Edition. LOS A: Free-flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer than one cycle at signalized intersection). LOS B: Generally stable traffic flow conditions. LOS C: Occasional back-ups may develop but delay to vehicles is short term and still tolerable. LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are tolerable during times of less demand (i.e., vehicles delayed one cycle or less at signal). LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long delays. LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at times. 3 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which may cause severe congestion affecting other traffic movements in the intersection. Tesla Renton May 2024 Traffic Impact Analysis Page 12 KH #194612001 6.INTERSECTION LEVEL OF SERVICE ANALYSIS The following intersections are being analyzed as part of this report for the AM and PM peak-hours: 1. Lind Avenue SW at SW 10th Street – Minor-Leg Stop-Control (MLSC) 2. Powell Avenue SW at SW 10th Street – MLSC 3. Powell Avenue SW at SW Grady Way – Signalized 4. Lind Avenue SW at SW Grady Way – Signalized 5. Site Access at SW 10th Street – MLSC The intersection level of service analysis has been performed using the existing lane configuration and intersection control. With the increase in volume for the westbound left-turn at Lind Avenue SW at SW Grady Way the intersection signal timings were optimized in the 2025 baseline condition. The level of service analysis for the existing, 2025 baseline, and 2025 future with development conditions is summarized in Table 5 for the AM and PM Peak-Hours. All of the study intersections are anticipated to operate at acceptable LOS D or better with the development except for the intersection of Lind Avenue SW at SW Grady way. This intersection will operate at LOS F in the 2025 baseline and future with development conditions. As mitigation required for the 1905 Raymond Ave SW Distribution Facility (pipeline development) the intersection will have implemented Adaptive Signal Control Technology Split Cycle Offset Optimization as this intersection is fully built out. This system will provide continually adjusting signal timings which will provide a better distribution of green time for all movements, especially the westbound left-turn. A few intersections seeing delay improvements in the 2025 future with development conditions, this is the result of adding right-turn vehicles which have reduced delay. The level of service analysis is provided in Appendix D. Table 5: Intersection Level of Service Summary – PM Peak-Hour Intersections Time Period 2024 Existing Conditions 2025 Future Conditions Without Development With Development LOS Delay LOS Delay LOS Delay 1. Lind Ave SW at SW 10th St AM A 9.6 sec A 9.7 sec A 9.6 sec PM B 13.1 sec B 13.3 sec B 14.2 sec 2. Powell Ave SW at SW 10th St AM B 10.3 sec B 10.3 sec B 10.3 sec PM B 10.2 sec B 10.3 sec B 10.3 sec 3. Powell Ave SW at SW Grady Way AM B 16.0 sec C 22.9 sec C 22.9 sec PM B 11.9 sec B 12.0 sec B 12.0 sec 4. Lind Ave SW at SW Grady Way AM B 18.4 sec D 51.0 sec D 51.0 sec PM B 19.3 sec F 136.2 sec F 136.0 sec 5. Site Access at SW 10th St AM ------------A 9.2 sec PM ------------A 9.3 sec Tesla Renton May 2024 Traffic Impact Analysis Page 13 KH #194612001 7.TRANSPORTATION IMPACT FEES The transportation impact fees have been calculated using the City of Renton Fee Schedule 2023-2024 worksheet. The current fee for the credit using ITE LUC 140, Manufacturing, is $10.36 per SF and for LUC 710, General Office, is $14.07 per SF. There is no fee available for ITE LUC 840, Automobile Sales (New) or ITE LUC 942, Automobile Care Center (New), therefore the current fee of $8,031.94 per PM peak-hour person vehicle trip was used for the proposed land uses. It is anticipated that each vehicle trip will be a person vehicle trip. This fee is subject to change based on calculations by the City Traffic Engineer and is not calculated until building permit issuance. After verification with City of Renton on March 6, 2024, it is understood that based on available records the existing development use is mostly steel manufacturing use and small portion is office/distribution. Kimley- Horn performed a record drawing search, and it was determined that 9,048 SF of the existing building was designated as general office use and 105,483 SF was designated as steel manufacturing. With that info in hand, the Development will receive a $1,220,109.24 credit for the existing manufacturing and general office on-site. A traffic mitigation fee of $1,068,248.02 was calculated for the 133 PM peak-hours trips generated by the proposed development. Therefore, the Development will have an excess credit in traffic mitigation fees of $151,861.22 after credit for the existing uses has been deducted. The total transportation impact fees are summarized in Table 6. Table 6: Transportation Mitigation Fees Fee Schedule - Land Use Fee per Trip Type Trip Type Units/Peak- Hour Trips Total Automobile Sales (New)$8,031.94 PM Peak-Hour 61 PM Trips $489,948.34 Automobile Care Center (New)$8,031.94 PM Peak-Hour 72 PM Trips $578,299.68 Manufacturing (Removed)$10.36 Square Foot -105,483 SF - $1,092,803.88 General Office (Removed)$14.07 Square Foot -9,048 SF - $127,305.36 TOTAL - $151,861.22 8.CONCLUSIONS The Development is proposed to repurpose an existing manufacturing and office building for automobile sales and automobile care center. The Development is anticipated to generate 858 new daily trips with 19 new AM peak-hour trips and 42 new PM peak-hour trips. The Development is proposing to utilize the existing accesses to SW 10th Street. The analysis shows all City intersections are anticipated to operate at an acceptable level of service in the future with the Development except for the intersection of Lind Avenue SW at SW Grady Way. This intersection will have less than 0.4% AM peak-hour and 0.7% PM peak-hour Development trips based on the 2025 Future with Development intersection volumes. In addition, the westbound left-turn volume is the critical volume of which the development will not add any trips to this movement. With credit for the existing uses the Development would not be required to pay transportation mitigation fees. Tesla Renton May 2024 Traffic Impact Analysis Page A KH #194612001 APPENDIX A COLLISION DATA A - 1 A - 1 Collision Data Table Telsa - Renton, WA REPORT NUMBER DATE TIME PRIMARY ROADWAY CROSS STREET SEVERITY # VEHICLES # PEDS # BIKES COLLISION TYPE VEHICLE 1 MANEUVER VEHICLE 2 MANEUVER EB54277 2021-08-03 9:09 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing EA23494 2020-02-28 17:00 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign EA31428 2020-04-27 17:41 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign EB24201 2021-04-19 21:37 SW GRADY WAY LIND AVE SW Possible Injury 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign ED55403 2023-04-27 12:30 LIND AVE SW SW GRADY WAY No Apparent Injury 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead EC32844 2022-03-29 18:20 LIND AVE SW SW GRADY WAY No Apparent Injury 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead EC09814 2022-01-08 18:12 LIND AVE SW SW GRADY WAY Possible Injury 3 0 0 Entering at angle Going Straight Ahead Going Straight Ahead E916491 2019-05-02 16:54 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 Entering at angle Making Right Turn Going Straight Ahead ED11326 2022-11-28 8:37 SW GRADY WAY LIND AVE SW Possible Injury 2 0 0 Entering at angle Going Straight Ahead Making Left Turn ED16457 2022-12-19 17:28 SW GRADY WAY LIND AVE SW Suspected Minor Injury 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead E921242 2019-05-17 7:20 LIND AVE SW SW GRADY WAY No Apparent Injury 2 0 0 Entering at angle Making Right Turn Going Straight Ahead EC72403 2022-08-03 15:57 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From same direction - both going straight - both moving - sideswipe Overtaking and Passing Going Straight Ahead E918263 2019-05-03 14:30 LIND AVE SW SW GRADY WAY Suspected Minor Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead E925305 2019-05-25 12:24 LIND AVE SW SW GRADY WAY No Apparent Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead ED97757 2023-08-30 13:00 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead EE15348 2023-10-24 17:29 SW GRADY WAY LIND AVE SW Suspected Minor Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead EC43961 2022-04-30 14:18 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead EB64770 2021-08-20 20:08 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead EB21182 2021-04-12 14:18 SW GRADY WAY LIND AVE SW Possible Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead EB77564 2021-09-29 7:35 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead E982079 2019-11-02 14:35 SW GRADY WAY LIND AVE SW Possible Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead E879598 2019-01-04 19:03 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead E977477 2019-10-23 18:40 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead E937369 2019-07-01 18:05 SW GRADY WAY LIND AVE SW Suspected Minor Injury 3 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead E921244 2019-05-17 8:55 SW GRADY WAY LIND AVE SW No Apparent Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead EA15096 2020-02-15 0:05 LIND AVE SW SW GRADY WAY Possible Injury 1 0 0 Signal Pole Going Straight Ahead N/A EA44617 2020-06-20 23:14 SW GRADY WAY LIND AVE SW No Apparent Injury 1 0 0 Signal Pole Making Left Turn N/A EB76072 2021-10-08 18:01 SW GRADY WAY POWELL AVE SW Suspected Minor Injury 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign EC06680 2021-12-20 16:13 SW GRADY WAY POWELL AVE SW Possible Injury 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign EA36849 2020-05-30 18:18 POWELL AVE SW SW GRADY WAY No Apparent Injury 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign EC90174 2022-10-04 17:51 SW GRADY WAY POWELL AVE SW Possible Injury 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead EA94042 2020-12-30 7:34 SW GRADY WAY POWELL AVE SW Possible Injury 2 0 0 Entering at angle Going Straight Ahead Making Left Turn E977065 2019-10-30 18:44 SW GRADY WAY POWELL AVE SW No Apparent Injury 2 0 0 Entering at angle Making Right Turn Going Straight Ahead ED85957 2023-08-02 15:52 SW GRADY WAY POWELL AVE SW Suspected Minor Injury 1 0 1 Vehicle Strikes Pedalcyclist Making Right Turn N/A E903872 2019-03-13 12:45 LIND AVE SW SW 10TH ST No Apparent Injury 2 0 0 Entering at angle Starting in Traffic Lane Going Straight Ahead E966210 2019-10-01 14:10 LIND AVE SW SW 10TH ST No Apparent Injury 2 0 0 From same direction - all others Making U-Turn Going Straight Ahead A - 2 A - 2 Tesla Renton May 2024 Traffic Impact Analysis Page B KH #194612001 APPENDIX B TRIP GENERATION CALCULATIONS Tesla Sales and Service Center KH #194612001 Trip Generation for:Weekday (a.k.a.):Average Weekday Daily Trips (AWDT) NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS Gross Trips Internal Crossover TOTAL PASS-BY DIVERTED LINK NEW PASS-BY DIVERTED LINK NEW LAND USES VARIABLE ITE LU code Trip Rate % IN % OUT In+Out (Total) % of Gross Trips Trips In+Out (Total) In+Out (Total) % of Ext. Trips In+Out (Total) % of Ext. Trips In+Out (Total) In+Out (Total)In Out In Out In Out Automobile Sales (New)60 Employees 840 11.20 50%50%672 0%0 672 0%0 0%0 672 0 0 0 0 336 336 Automobile Care Center (New)50 Employees 942 15.70 50%50%785 0%0 785 0%0 0%0 785 0 0 0 0 393 392 Manufacturing (Removed)-105.483 K SF 140 4.75 50%50%-501 0%0 -501 0%0 0%0 -501 0 0 0 0 -251 -250 Office (Removed)-9.048 K SF 710 10.84 50%50%-98 0%0 -98 0%0 0%0 -98 0 0 0 0 -49 -49 Total 858 0 858 0 0 858 0 0 0 0 429 429 - Automobile Care Center does not have an ADT rate in ITE; a ratio of Automobile Sales ADT/PM peak-hour rate multiplied by Automobile Care Center PM peak-hour rate was utilized. B - 1 Tesla Sales and Service Center KH #194612001 Trip Generation for:Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM (a.k.a.):Weekday AM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS Gross Trips Internal Crossover TOTAL PASS-BY DIVERTED LINK NEW PASS-BY DIVERTED LINK NEW LAND USES VARIABLE ITE LU code Trip Rate % IN % OUT In+Out (Total) % of Gross Trips Trips In+Out (Total) In+Out (Total) % of Ext. Trips In+Out (Total) % of Ext. Trips In+Out (Total) In+Out (Total)In Out In Out In Out Automobile Sales (New)60 Employees 840 0.91 70%30%55 0%0.00 55 0%0 0%0.00 55 0 0 0 0 39 16 Automobile Care Center (New)50 Employees 942 1.00 70%30%50 0%0.00 50 0%0 0%0.00 50 0 0 0 0 35 15 Manufacturing (Removed)-105.483 K SF 140 0.68 76%24%-72 0%0.00 -72 0%0 0%0.00 -72 0 0 0 0 -55 -17 Office (Removed)-9.048 K SF 710 1.52 88%12%-14 0%0.00 -14 0%0 0%0.00 -14 0 0 0 0 -12 -2 Total 19 0.00 19 0 0.00 19 0 0 0 0 7 12 B - 2 Tesla Sales and Service Center KH #194612001 Trip Generation for:Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.):Weekday PM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS Gross Trips Internal Crossover TOTAL PASS-BY DIVERTED LINK NEW PASS-BY DIVERTED LINK NEW LAND USES VARIABLE ITE LU code Trip Rate % IN % OUT In+Out (Total) % of Gross Trips Trips In+Out (Total) In+Out (Total) % of Ext. Trips In+Out (Total) % of Ext. Trips In+Out (Total) In+Out (Total)In Out In Out In Out Automobile Sales (New)60 Employees 840 1.02 40%60%61 0%0.00 61 0%0 0%0.00 61 0 0 0 0 24 37 Automobile Care Center (New)50 Employees 942 1.43 40%60%72 0%0.00 72 0%0 0%0.00 72 0 0 0 0 29 43 Manufacturing (Removed)-105.483 K SF 140 0.74 31%69%-78 0%0.00 -78 0%0 0%0.00 -78 0 0 0 0 -24 -54 Office (Removed)-9.048 K SF 710 1.44 17%83%-13 0%0.00 -13 0%0 0%0.00 -13 0 0 0 0 -2 -11 Total 42 0.00 42 0 0.00 42 0 0 0 0 27 15 B - 3 Tesla Renton May 2024 Traffic Impact Analysis Page C KH #194612001 APPENDIX C COUNTS AND TURNING MOVEMENT SHEETS 1 Lind Ave @ SW 10th St Weekday AM Peak-Hour Synchro ID:1 Existing 115 355 240 Average Weekday 8 107 0 5 235 0 AM Peak-Hour ÷ ò ø 8 Lind Ave SW õ 0 Year:4/17/2024 39 0 ï 0 0 31 ÷ 0 ­ Data Source:IDAX 58 SW 10th St 404 SW 10th St 4 North 5 ö 0 | 19 0 ð 0 4 14 ø Lind Ave SW 4 õ ñ ö 14 107 0 31 235 4 121 391 270 Future without Development 117 368 251 Average Weekday 8 109 0 5 246 0 AM Peak-Hour ÷ ò ø 8 Lind Ave SW õ 0 Year:2025 40 0 ï 0 0 Growth Rate =2.0%32 ÷ 0 ­ Years of Growth =1 59 SW 10th St 418 SW 10th St 4 North Total Growth =1.0200 5 ö 0 | 19 0 ð 0 4 14 ø Lind Ave SW 4 õ ñ ö 14 109 0 32 246 4 123 405 282 Total Development Trips 1 3 2 Average Weekday 1 0 0 2 0 0 AM Peak-Hour ÷ ò ø 1 Lind Ave SW õ 0 6 0 ï 0 0 5 ÷ 0 ­ 17 SW 10th St 17 SW 10th St 0 North 2 ö 0 | 11 0 ð 0 0 9 ø Lind Ave SW 0 õ ñ ö 9 0 0 5 0 0 9 14 5 Future with Development 118 371 253 Average Weekday 9 109 0 7 246 0 AM Peak-Hour ÷ ò ø 9 Lind Ave SW õ 0 46 0 ï 0 0 37 ÷ 0 ­ 76 SW 10th St 435 SW 10th St 4 North 7 ö 0 | 30 0 ð 0 4 23 ø Lind Ave SW 4 õ ñ ö 23 109 0 37 246 4 132 419 287 Total Pipeline Project Trips 0 6 6 Average Weekday 0 0 0 0 6 0 AM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW 10th St 6 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Lind Ave SW 0 õ ñ ö 0 0 0 0 6 0 0 6 6 UW Medicine Amazon C - 1 1 Lind Ave @ SW 10th St Weekday AM Peak-Hour Total Project Trips 0 6 6 Average Weekday 0 0 0 0 6 0 AM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW 10th St 6 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Lind Ave SW 0 õ ñ ö 0 0 0 0 6 0 0 6 6 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW 10th St 0 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Lind Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Amazon UW Medicine No Volume C - 2 2 Powell Ave @ SW 10th St Weekday AM Peak-Hour Synchro ID:2 Existing 32 206 174 Average Weekday 0 28 4 0 171 3 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 3 Year:4/17/2024 0 0 ï 0 17 0 ÷ 14 ­ Data Source:IDAX 0 ---246 SW 10th St 47 North 0 ö 4 | 0 0 ð 0 30 0 ø Powell Ave SW 26 õ ñ ö 0 28 14 0 171 26 42 239 197 Future without Development 33 210 177 Average Weekday 0 29 4 0 174 3 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 3 Year:2025 0 0 ï 0 17 Growth Rate =2.0%0 ÷ 14 ­ Years of Growth =1 0 ---251 SW 10th St 48 North Total Growth =1.0200 0 ö 4 | 0 0 ð 0 31 0 ø Powell Ave SW 27 õ ñ ö 0 29 14 0 174 27 43 244 201 Total Development Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 1 0 ÷ 1 ­ 0 ---2 SW 10th St 2 North 0 ö 0 | 0 0 ð 0 1 0 ø Powell Ave SW 1 õ ñ ö 0 0 1 0 0 1 1 2 1 Future with Development 33 210 177 Average Weekday 0 29 4 0 174 3 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 3 0 0 ï 0 18 0 ÷ 15 ­ 0 ---253 SW 10th St 50 North 0 ö 4 | 0 0 ð 0 32 0 ø Powell Ave SW 28 õ ñ ö 0 29 15 0 174 28 44 246 202 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 ---0 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 UW Medicine Amazon C - 3 2 Powell Ave @ SW 10th St Weekday AM Peak-Hour Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 ---0 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 ---0 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 UW Medicine Amazon No Volume No Volume C - 4 3 Powell Ave @ SW Grady Way Weekday AM Peak-Hour Synchro ID:3 Existing 40 236 196 Average Weekday 25 1 14 115 0 81 AM Peak-Hour ÷ ò ø 25 Powell Ave SW õ 81 Year:4/17/2024 733 708 ï 708 800 0 ÷ 11 ­ Data Source:IDAX 1,709 SW Grady Way 1,821 SW Grady Way 1,677 North 115 ö 14 | 976 858 ð 858 877 3 ø Powell Ave SW 5 õ ñ ö 3 1 11 0 0 5 15 20 5 Future without Development 41 241 200 Average Weekday 26 1 14 117 0 83 AM Peak-Hour ÷ ò ø 26 Powell Ave SW õ 83 Year:2025 748 722 ï 722 816 Growth Rate =2.0%0 ÷ 11 ­ Years of Growth =1 1,743 SW Grady Way 1,857 SW Grady Way 1,710 North Total Growth =1.0200 117 ö 14 | 995 875 ð 875 894 3 ø Powell Ave SW 5 õ ñ ö 3 1 11 0 0 5 15 20 5 Total Development Trips 1 2 1 Average Weekday 1 0 0 1 0 0 AM Peak-Hour ÷ ò ø 1 Powell Ave SW õ 0 1 0 ï 0 0 0 ÷ 0 ­ 2 SW Grady Way 2 SW Grady Way 0 North 1 ö 0 | 1 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Future with Development 42 243 201 Average Weekday 27 1 14 118 0 83 AM Peak-Hour ÷ ò ø 27 Powell Ave SW õ 83 749 722 ï 722 816 0 ÷ 11 ­ 1,745 SW Grady Way 1,859 SW Grady Way 1,710 North 118 ö 14 | 996 875 ð 875 894 3 ø Powell Ave SW 5 õ ñ ö 3 1 11 0 0 5 15 20 5 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW Grady Way 0 SW Grady Way 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 UW Medicine Amazon C - 5 3 Powell Ave @ SW Grady Way Weekday AM Peak-Hour Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW Grady Way 0 SW Grady Way 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW Grady Way 0 SW Grady Way 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 UW Medicine Amazon No Volume No Volume C - 6 4 Lind Ave @ SW Grady Way Weekday AM Peak-Hour Synchro ID:4 Existing 121 389 268 Average Weekday 72 16 33 165 18 85 AM Peak-Hour ÷ ò ø 72 Lind Ave SW õ 85 Year:4/17/2024 769 686 ï 686 788 11 ÷ 17 ­ Data Source:IDAX 1,629 SW Grady Way 1,814 SW Grady Way 1,503 North 165 ö 33 | 860 666 ð 666 715 29 ø Lind Ave SW 16 õ ñ ö 29 16 17 11 18 16 62 107 45 Future without Development 212 638 426 Average Weekday 73 105 34 168 171 87 AM Peak-Hour ÷ ò ø 73 Lind Ave SW õ 87 Year:2025 872 700 ï 700 1,584 Growth Rate =2.0%99 ÷ 797 ­ Years of Growth =1 1,788 SW Grady Way 3,647 SW Grady Way 2,962 North Total Growth =1.0200 168 ö 34 | 916 679 ð 679 1,378 69 ø Lind Ave SW 665 õ ñ ö 69 105 797 99 171 665 971 1,906 935 Total Development Trips 9 14 5 Average Weekday 0 0 9 0 0 5 AM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 5 0 0 ï 0 5 0 ÷ 0 ­ 0 SW Grady Way 14 SW Grady Way 14 North 0 ö 9 | 0 0 ð 0 9 0 ø Lind Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Future with Development 221 652 431 Average Weekday 73 105 43 168 171 92 AM Peak-Hour ÷ ò ø 73 Lind Ave SW õ 92 872 700 ï 700 1,589 99 ÷ 797 ­ 1,788 SW Grady Way 3,661 SW Grady Way 2,976 North 168 ö 43 | 916 679 ð 679 1,387 69 ø Lind Ave SW 665 õ ñ ö 69 105 797 99 171 665 971 1,906 935 Total Pipeline Project Trips 89 242 153 Average Weekday 0 89 0 0 153 0 AM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 88 0 ï 0 780 88 ÷ 780 ­ 127 SW Grady Way 1,798 SW Grady Way 1,429 North 0 ö 0 | 39 0 ð 0 649 39 ø Lind Ave SW 649 õ ñ ö 39 89 780 88 153 649 908 1,798 890 UW Medicine Amazon Lind Ave Bridge Volume C - 7 4 Lind Ave @ SW Grady Way Weekday AM Peak-Hour Total Project Trips 0 6 6 Average Weekday 0 0 0 0 6 0 AM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 3 0 ÷ 3 ­ 0 SW Grady Way 48 SW Grady Way 42 North 0 ö 0 | 0 0 ð 0 39 0 ø Lind Ave SW 39 õ ñ ö 0 0 3 0 6 39 3 48 45 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 17 0 ÷ 17 ­ 0 SW Grady Way 77 SW Grady Way 77 North 0 ö 0 | 0 0 ð 0 60 0 ø Lind Ave SW 60 õ ñ ö 0 0 17 0 0 60 17 77 60 Total Project Trips 89 236 147 Average Weekday 0 89 0 0 147 0 AM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 88 0 ï 0 760 88 ÷ 760 ­ 127 SW Grady Way 1,673 SW Grady Way 1,310 North 0 ö 0 | 39 0 ð 0 550 39 ø Lind Ave SW 550 õ ñ ö 39 89 760 88 147 550 888 1,673 785 UW Medicine Amazon Lind Ave Bridge Volume (UW Medicine Volumes Balanced) C - 8 5 Site Access @ SW 10th St Weekday AM Peak-Hour Synchro ID:5 Existing 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Site Access õ 0 Year:4/17/2024 39 39 ï 39 39 0 ÷ 0 ­ Data Source:IDAX 69 SW 10th St 69 SW 10th St 69 North 0 ö 0 | 30 30 ð 30 30 0 ø ---0 õ ñ ö 0 0 0 0 0 0 0 0 0 Future without Development 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak-Hour ÷ ò ø 0 Site Access õ 0 Year:2025 40 40 ï 40 40 Growth Rate =2.0%0 ÷ 0 ­ Years of Growth =1 71 SW 10th St 71 SW 10th St 71 North Total Growth =1.0200 0 ö 0 | 31 31 ð 31 31 0 ø ---0 õ ñ ö 0 0 0 0 0 0 0 0 0 Total Development Trips 31 105 74 Average Weekday 2 0 29 4 0 70 AM Peak-Hour ÷ ò ø 2 Site Access õ 70 2 0 ï 0 70 0 ÷ 0 ­ 6 SW 10th St 105 SW 10th St 99 North 4 ö 29 | 4 0 ð 0 29 0 ø ---0 õ ñ ö 0 0 0 0 0 0 0 0 0 Future with Development 31 105 74 Average Weekday 2 0 29 4 0 70 AM Peak-Hour ÷ ò ø 2 Site Access õ 70 42 40 ï 40 110 0 ÷ 0 ­ 77 SW 10th St 176 SW 10th St 170 North 4 ö 29 | 35 31 ð 31 60 0 ø ---0 õ ñ ö 0 0 0 0 0 0 0 0 0 Extrapolated from Lind Ave and Powell Ave intersections C - 9 1 Lind Ave @ SW 10th St Weekday PM Peak-Hour Synchro ID:1 Existing 232 514 282 Average Weekday 9 221 2 14 268 0 PM Peak-Hour ÷ ò ø 9 Lind Ave SW õ 0 Year:4/17/2024 24 0 ï 0 2 15 ÷ 2 ­ Data Source:IDAX 80 SW 10th St 575 SW 10th St 8 North 14 ö 2 | 56 2 ð 2 6 40 ø Lind Ave SW 2 õ ñ ö 40 221 2 15 268 2 263 548 285 Future without Development 237 525 288 Average Weekday 9 226 2 14 274 0 PM Peak-Hour ÷ ò ø 9 Lind Ave SW õ 0 Year:2025 24 0 ï 0 2 Growth Rate =2.0%15 ÷ 2 ­ Years of Growth =1 81 SW 10th St 587 SW 10th St 8 North Total Growth =1.0200 14 ö 2 | 57 2 ð 2 6 41 ø Lind Ave SW 2 õ ñ ö 41 226 2 15 274 2 269 560 291 Total Development Trips 4 6 2 Average Weekday 4 0 0 2 0 0 PM Peak-Hour ÷ ò ø 4 Lind Ave SW õ 0 25 0 ï 0 0 21 ÷ 0 ­ 39 SW 10th St 39 SW 10th St 0 North 2 ö 0 | 14 0 ð 0 0 12 ø Lind Ave SW 0 õ ñ ö 12 0 0 21 0 0 12 33 21 Future with Development 241 531 290 Average Weekday 13 226 2 16 274 0 PM Peak-Hour ÷ ò ø 13 Lind Ave SW õ 0 49 0 ï 0 2 36 ÷ 2 ­ 120 SW 10th St 626 SW 10th St 8 North 16 ö 2 | 71 2 ð 2 6 53 ø Lind Ave SW 2 õ ñ ö 53 226 2 36 274 2 281 593 312 Total Pipeline Project Trips 1 2 1 Average Weekday 0 1 0 0 1 0 PM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW 10th St 2 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Lind Ave SW 0 õ ñ ö 0 1 0 0 1 0 1 2 1 UW Medicine Amazon C - 10 1 Lind Ave @ SW 10th St Weekday PM Peak-Hour Total Project Trips 1 2 1 Average Weekday 0 1 0 0 1 0 PM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW 10th St 2 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Lind Ave SW 0 õ ñ ö 0 1 0 0 1 0 1 2 1 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW 10th St 0 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Lind Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Amazon UW Medicine No Volume C - 11 2 Powell Ave @ SW 10th St Weekday PM Peak-Hour Synchro ID:2 Existing 150 205 55 Average Weekday 0 142 8 0 48 7 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 7 Year:4/17/2024 0 0 ï 0 37 0 ÷ 30 ­ Data Source:IDAX 0 ---256 SW 10th St 66 North 0 ö 8 | 0 0 ð 0 29 0 ø Powell Ave SW 21 õ ñ ö 0 142 30 0 48 21 172 241 69 Future without Development 153 209 56 Average Weekday 0 145 8 0 49 7 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 7 Year:2025 0 0 ï 0 38 Growth Rate =2.0%0 ÷ 31 ­ Years of Growth =1 0 ---261 SW 10th St 67 North Total Growth =1.0200 0 ö 8 | 0 0 ð 0 29 0 ø Powell Ave SW 21 õ ñ ö 0 145 31 0 49 21 176 246 70 Total Development Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 1 0 ÷ 1 ­ 0 ---3 SW 10th St 3 North 0 ö 0 | 0 0 ð 0 2 0 ø Powell Ave SW 2 õ ñ ö 0 0 1 0 0 2 1 3 2 Future with Development 153 209 56 Average Weekday 0 145 8 0 49 7 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 7 0 0 ï 0 39 0 ÷ 32 ­ 0 ---264 SW 10th St 70 North 0 ö 8 | 0 0 ð 0 31 0 ø Powell Ave SW 23 õ ñ ö 0 145 32 0 49 23 177 249 72 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 ---0 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 UW Medicine Amazon C - 12 2 Powell Ave @ SW 10th St Weekday PM Peak-Hour Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 ---0 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 ---0 SW 10th St 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 No Volume No Volume UW Medicine Amazon C - 13 3 Powell Ave @ SW Grady Way Weekday PM Peak-Hour Synchro ID:3 Existing 158 237 79 Average Weekday 88 0 70 55 4 20 PM Peak-Hour ÷ ò ø 88 Powell Ave SW õ 20 Year:4/17/2024 869 766 ï 766 790 15 ÷ 4 ­ Data Source:IDAX 2,250 SW Grady Way 2,370 SW Grady Way 2,208 North 55 ö 70 | 1,381 1,326 ð 1,326 1,418 0 ø Powell Ave SW 22 õ ñ ö 0 0 4 15 4 22 4 45 41 Future without Development 161 241 80 Average Weekday 90 0 71 56 4 20 PM Peak-Hour ÷ ò ø 90 Powell Ave SW õ 20 Year:2025 886 781 ï 781 805 Growth Rate =2.0%15 ÷ 4 ­ Years of Growth =1 2,295 SW Grady Way 2,416 SW Grady Way 2,251 North Total Growth =1.0200 56 ö 71 | 1,409 1,353 ð 1,353 1,446 0 ø Powell Ave SW 22 õ ñ ö 0 0 4 15 4 22 4 45 41 Total Development Trips 1 3 2 Average Weekday 1 0 0 2 0 0 PM Peak-Hour ÷ ò ø 1 Powell Ave SW õ 0 1 0 ï 0 0 0 ÷ 0 ­ 3 SW Grady Way 3 SW Grady Way 0 North 2 ö 0 | 2 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Future with Development 162 244 82 Average Weekday 91 0 71 58 4 20 PM Peak-Hour ÷ ò ø 91 Powell Ave SW õ 20 887 781 ï 781 805 15 ÷ 4 ­ 2,298 SW Grady Way 2,419 SW Grady Way 2,251 North 58 ö 71 | 1,411 1,353 ð 1,353 1,446 0 ø Powell Ave SW 22 õ ñ ö 0 0 4 15 4 22 4 45 41 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW Grady Way 0 SW Grady Way 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 UW Medicine Amazon C - 14 3 Powell Ave @ SW Grady Way Weekday PM Peak-Hour Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW Grady Way 0 SW Grady Way 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Powell Ave SW õ 0 0 0 ï 0 0 0 ÷ 0 ­ 0 SW Grady Way 0 SW Grady Way 0 North 0 ö 0 | 0 0 ð 0 0 0 ø Powell Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 No Volume No Volume UW Medicine Amazon C - 15 4 Lind Ave @ SW Grady Way Weekday PM Peak-Hour Synchro ID:4 Existing 265 551 286 Average Weekday 114 12 139 187 15 84 PM Peak-Hour ÷ ò ø 114 Lind Ave SW õ 84 Year:4/17/2024 756 609 ï 609 707 33 ÷ 14 ­ Data Source:IDAX 2,194 SW Grady Way 2,491 SW Grady Way 2,116 North 187 ö 139 | 1,438 1,237 ð 1,237 1,409 14 ø Lind Ave SW 33 õ ñ ö 14 12 14 33 15 33 40 121 81 Future without Development 467 1,050 583 Average Weekday 116 209 142 191 306 86 PM Peak-Hour ÷ ò ø 116 Lind Ave SW õ 86 Year:2025 852 621 ï 621 1,197 Growth Rate =2.0%115 ÷ 490 ­ Years of Growth =1 2,389 SW Grady Way 4,665 SW Grady Way 3,644 North Total Growth =1.0200 191 ö 142 | 1,537 1,262 ð 1,262 2,447 84 ø Lind Ave SW 1,043 õ ñ ö 84 209 490 115 306 1,043 783 2,247 1,464 Total Development Trips 12 33 21 Average Weekday 0 0 12 0 0 21 PM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 21 0 0 ï 0 21 0 ÷ 0 ­ 0 SW Grady Way 33 SW Grady Way 33 North 0 ö 12 | 0 0 ð 0 12 0 ø Lind Ave SW 0 õ ñ ö 0 0 0 0 0 0 0 0 0 Future with Development 479 1,083 604 Average Weekday 116 209 154 191 306 107 PM Peak-Hour ÷ ò ø 116 Lind Ave SW õ 107 852 621 ï 621 1,218 115 ÷ 490 ­ 2,389 SW Grady Way 4,698 SW Grady Way 3,677 North 191 ö 154 | 1,537 1,262 ð 1,262 2,459 84 ø Lind Ave SW 1,043 õ ñ ö 84 209 490 115 306 1,043 783 2,247 1,464 Total Pipeline Project Trips 197 488 291 Average Weekday 0 197 0 0 291 0 PM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 81 0 ï 0 476 81 ÷ 476 ­ 151 SW Grady Way 2,124 SW Grady Way 1,485 North 0 ö 0 | 70 0 ð 0 1,009 70 ø Lind Ave SW 1,009 õ ñ ö 70 197 476 81 291 1,009 743 2,124 1,381 UW Medicine Amazon Lind Ave Bridge Volume C - 16 4 Lind Ave @ SW Grady Way Weekday PM Peak-Hour Total Project Trips 1 2 1 Average Weekday 0 1 0 0 1 0 PM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 3 0 ÷ 3 ­ 0 SW Grady Way 8 SW Grady Way 6 North 0 ö 0 | 0 0 ð 0 3 0 ø Lind Ave SW 3 õ ñ ö 0 1 3 0 1 3 4 8 4 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 0 0 ï 0 10 0 ÷ 10 ­ 0 SW Grady Way 37 SW Grady Way 37 North 0 ö 0 | 0 0 ð 0 27 0 ø Lind Ave SW 27 õ ñ ö 0 0 10 0 0 27 10 37 27 Total Project Trips 196 486 290 Average Weekday 0 196 0 0 290 0 PM Peak-Hour ÷ ò ø 0 Lind Ave SW õ 0 81 0 ï 0 463 81 ÷ 463 ­ 151 SW Grady Way 2,079 SW Grady Way 1,442 North 0 ö 0 | 70 0 ð 0 979 70 ø Lind Ave SW 979 õ ñ ö 70 196 463 81 290 979 729 2,079 1,350 UW Medicine Amazon Lind Ave Bridge Volume (UW Medicine Volumes Balanced) C - 17 5 Site Access @ SW 10th St Weekday PM Peak-Hour Synchro ID:5 Existing 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Site Access õ 0 Year:4/17/2024 24 24 ï 24 24 0 ÷ 0 ­ Data Source:IDAX 53 SW 10th St 53 SW 10th St 53 North 0 ö 0 | 29 29 ð 29 29 0 ø ---0 õ ñ ö 0 0 0 0 0 0 0 0 0 Future without Development 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour ÷ ò ø 0 Site Access õ 0 Year:2025 24 24 ï 24 24 Growth Rate =2.0%0 ÷ 0 ­ Years of Growth =1 54 SW 10th St 54 SW 10th St 54 North Total Growth =1.0200 0 ö 0 | 30 30 ð 30 30 0 ø ---0 õ ñ ö 0 0 0 0 0 0 0 0 0 Total Development Trips 80 133 53 Average Weekday 4 0 76 3 0 50 PM Peak-Hour ÷ ò ø 4 Site Access õ 50 4 0 ï 0 50 0 ÷ 0 ­ 7 SW 10th St 133 SW 10th St 126 North 3 ö 76 | 3 0 ð 0 76 0 ø ---0 õ ñ ö 0 0 0 0 0 0 0 0 0 Future with Development 80 133 53 Average Weekday 4 0 76 3 0 50 PM Peak-Hour ÷ ò ø 4 Site Access õ 50 28 24 ï 24 74 0 ÷ 0 ­ 61 SW 10th St 187 SW 10th St 180 North 3 ö 76 | 33 30 ð 30 106 0 ø ---0 õ ñ ö 0 0 0 0 0 0 0 0 0 Extrapolated from Lind Ave and Powell Ave intersections C - 18 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 0 1 2 1 0 1 1 7 31011020 0 5 Peak Hour 2 0 24 16 42 0 0 0 0 1 1 0 2Count Total 3 0 41 31 75 0 1 0 00000008:45 AM 0 0 3 2 5 1 1 0 1 0 0 0 8:30 AM 0 0 5 4 9 0 0 0 0 0 0 0 0 0 0 1 8:15 AM 0 0 11 4 15 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 2 0 5 6 13 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 5 8 13 0 0 0 0 0 0 0 0 0 2 6 0 EB WB NB SB Total East 7:45 AM 1 0 4 2 7 0 0 0 -3%10%HV%0%0%-14%- 0 1 7:15 AM 0 0 4 3 7 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 4 0 31 235 4 0 0 1071400000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%--13%25%10%--- Peak Hour All 1 4 0 0 0 50 397 6 0 0 0 14 2 42 00001230 8 404 0 HV 0 0 0 2 0 Count Total 1 8 0 18 0 0 0 1 185 15 681 0 121 404620003920000012 0 23 5 98 360 8:45 AM 0 1 0 5 0 0 5 58 1 0 87 335 8:30 AM 0 2 0 4 0 0 0 54 3 0 0 22 1000007 0 23 0 98 315 8:15 AM 0 0 0 0 0 0 7 61 0 0 77 277 8:00 AM 1 1 0 5 0 0 0 36 0 0 1 28 3000007 0 25 2 73 0 7:45 AM 0 2 0 0 0 0 4 40 1 0 67 0 7:30 AM 0 1 0 0 0 0 0 43 1 0 0 15 0000005 0 10 2 60 0 7:15 AM 0 0 0 3 0 0 3 43 0 07:00 AM 0 1 0 1 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start SW 10th St Driveway Lind Ave SW Lind Ave SW 15-min TotalUTLTTHRT Date: 04/17/2024 Peak Hour Count Period: 7:00 AM 9:00 AM SB 13.9%0.70 TOTAL 10.4%0.83 TH RT WB -- NB 8.9%0.91 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 10.5%0.68 0 0 0 0100000 0 0 0 12 0N Lind Ave SW SW 10th St Driveway Lind Ave SWSW 10th St Lind Ave SW404TEV: 0.83PHF:8107011523900 0 0 0 40 423531270121014 0 4 19 40 1 project.manager.wa@idaxdata.com C - 19 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 1001000 1 00000 1 0 0 0 Peak Hour 0 1Count Total 0 100000000 1 1 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 42 0 Interval Start SW 10th St Driveway Lind Ave SW Lind Ave SW 15-min Total Rolling One Hour 23 0 0 0 14 2000001 RTTHLT RTTHLTRT 0 29 2 75 0 Peak Hour 0 0 0 2 0 0 3 38 0 0Count Total 0 1 0 2 0 0 0 5 42300020000000 0 2 2 9 44 8:45 AM 0 0 0 0 0 0 0 5 0 0 15 48 8:30 AM 0 0 0 0 0 0 0 10 0 0 0 4 0000001 0 6 0 13 40 8:15 AM 0 0 0 0 0 0 0 5 0 0 7 33 8:00 AM 0 0 0 2 0 0 0 3 0 0 0 2 0000001 0 8 0 13 0 7:45 AM 0 1 0 0 0 0 0 5 0 0 7 0 7:30 AM 0 0 0 0 0 0 0 3 0 0 0 3 0000001 0 2 0 6 0 7:15 AM 0 0 0 0 0 0 0 4 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start SW 10th St Driveway Lind Ave SW Lind Ave SW 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com C - 20 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 1 2 0 0 3 31000002 2 1 Peak Hr 0 3 7 6 16 0 0 0 0 0 0 0 0Count Total 0 5 11 9 25 0 0 0 00000008:45 AM 0 1 1 2 4 0 0 0 0 0 0 1 8:30 AM 0 0 2 2 4 0 0 0 0 0 0 0 0 1 1 0 8:15 AM 0 1 1 1 3 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 1 3 2 6 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 0 EB WB NB SB Total East 7:45 AM 0 1 1 1 3 0 0 0 0%-2%HV%----0% 0 0 7:15 AM 0 0 2 0 2 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 1 1 3 0 169 26 0 4 280311032 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 15%-0%21%-7%27%-0% Peak Hour All 0 0 0 4 2 0 247 50 1 0 0 6 0 16 0000034 0 246 0 HV 0 0 0 0 0 Count Total 0 0 0 0 3 17 0 5 45 0 374 0 39 2212270150040000 2 8 0 44 246 8:45 AM 0 0 0 0 0 0 0 21 8 0 52 236 8:30 AM 0 0 0 0 0 5 0 38 5 0 0 5 0020110 1 7 0 86 218 8:15 AM 0 0 0 0 2 1 0 61 8 0 64 153 8:00 AM 0 0 0 0 3 3 0 49 5 0 1 8 0010000 0 5 0 34 0 7:45 AM 0 0 0 0 0 0 0 22 6 1 34 0 7:30 AM 0 0 0 0 0 0 0 19 9 0 0 4 0010100 0 3 0 21 0 7:15 AM 0 0 0 0 0 0 0 15 2 07:00 AM 0 0 0 0 0 1 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start 0 SW 10th St Powell Ave SW Powell Ave SW 15-min TotalUTLTTHRT SB 18.8%0.80 TOTAL 6.5%0.72 TH RTUTLTTHRTUTLT WB 17.6%0.53 NB 3.6%0.70 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB -- Date: 04/17/2024 Peak Hour Count Period: 7:00 AM 9:00 AMN Powell Ave SW SW 10th St SW 10th StPowell Ave SWPowell Ave SW246TEV: 0.72PHF:2843217203 11 17 33 3 2616919741200000 0 2 10 0project.manager.wa@idaxdata.com C - 21 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 16 0 Interval Start 0 SW 10th St Powell Ave SW Powell Ave SW 15-min Total Rolling One HourEastbound 3 4 0 0 6 0030000 1 8 0 25 0 Peak Hour 0 0 0 0 0 0 0 5 6 0Count Total 0 0 0 0 0 5 0 4 17010110010000 0 2 0 4 16 8:45 AM 0 0 0 0 0 0 0 1 1 0 3 12 8:30 AM 0 0 0 0 0 0 0 1 0 0 0 1 0010000 0 2 0 6 11 8:15 AM 0 0 0 0 0 0 0 1 2 0 3 8 8:00 AM 0 0 0 0 0 1 0 0 1 0 0 1 0010000 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 7:30 AM 0 0 0 0 0 0 0 1 1 0 0 0 0000000 0 1 0 3 0 7:15 AM 0 0 0 0 0 0 0 1 0 0 TH RT 7:00 AM 0 0 0 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start 0 SW 10th St Powell Ave SW Powell Ave SW 15-min Total Rolling One HourEastboundWestbound project.manager.wa@idaxdata.com C - 22 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 0 0 0 00000000 0 0 Peak Hour 96 34 0 9 139 0 0 0 0 0 0 0 0Count Total 187 69 0 13 269 0 0 0 00000008:45 AM 29 8 0 2 39 0 0 0 0 0 0 0 8:30 AM 23 13 0 2 38 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 24 6 0 2 32 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 27 8 0 3 38 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 22 10 0 0 32 0 0 0 0 0 0 0 0 0 2 32 0 EB WB NB SB Total East 7:45 AM 22 7 0 2 31 0 0 0 ---HV%-5%10%0%- 0 0 7:15 AM 18 9 0 0 27 0 0 0 0 0 0 0 0 West North South 7:00 AM 22 8 0 0 0 0 5 0 14 13011708810 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-14%0%28%8%0%5%1% Peak Hour All 0 115 858 126 0 3 0 6 0 0 2 0 7 139 03310000 25 1,821 0 HV 0 6 90 0 0 Count Total 0 174 1,612 4 0 13 1,346 23 1 39 3,347 0 417 1,779000207001641401 3 0 10 418 1,821 8:45 AM 0 17 212 0 6 0 0 0 3 0 465 1,806 8:30 AM 0 20 201 1 0 4 170 0 2 0 3 0 5041782000 4 1 5 479 1,702 8:15 AM 0 25 227 1 32 0 0 0 0 0 459 1,568 8:00 AM 0 38 241 0 0 0 158 0 0 0 4 0 5032022300 1 0 4 403 0 7:45 AM 0 32 189 1 9 0 1 0 1 0 361 0 7:30 AM 0 16 189 0 0 1 181 0 0 0 4 0 2001541700 2 0 1 345 0 7:15 AM 0 14 169 1 5 0 1 0 0 07:00 AM 0 12 184 0 0 1 139 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start SW Grady Way SW Grady Way Driveway Powell Ave SW 15-min TotalUTLTTHRT Date: 04/17/2024 Peak Hour Count Period: 7:00 AM 9:00 AM SB 22.5%0.77 TOTAL 7.6%0.95 TH RT WB 4.3%0.88 NB 0.0%0.42 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 9.8%0.87 0 0 0 0000000 0 0 0 00 0N Powell Ave SW SW Grady Way SW Grady Way DrivewaySW Grady Way Powell Ave SW1,821TEV: 0.95PHF:2511440196081 708 11 800 8770 50051503 858 115 976 733 0 project.manager.wa@idaxdata.com C - 23 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 139 0 Interval Start SW Grady Way SW Grady Way Driveway Powell Ave SW 15-min Total Rolling One Hour 0 0 0 2 0 70033100 RTTHLT RTTHLTRT 4 0 9 269 0 Peak Hour 0 6 90 0 1 0 0 0 0 0Count Total 0 10 177 0 0 0 68 39 147000002008000 0 0 2 38 139 8:45 AM 0 1 28 0 0 0 0 0 0 0 32 133 8:30 AM 0 1 22 0 0 0 13 0 0 0 1 0 1006000 1 0 2 38 128 8:15 AM 0 1 23 0 1 0 0 0 0 0 31 122 8:00 AM 0 3 24 0 0 0 7 0 0 0 0 0 2007000 0 0 0 32 0 7:45 AM 0 1 21 0 0 0 0 0 0 0 27 0 7:30 AM 0 0 22 0 0 0 10 0 0 0 0 0 0009000 2 0 0 32 0 7:15 AM 0 2 16 0 0 0 0 0 0 0 TH RT 7:00 AM 0 1 21 0 0 0 8 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start SW Grady Way SW Grady Way Driveway Powell Ave SW 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com C - 24 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 3 1 1 1 3 1 0 12 50000023 5 2 Peak Hour 103 36 2 16 157 0 0 0 0 0 0 0 5Count Total 168 76 5 31 280 0 0 0 00000008:45 AM 26 8 1 3 38 0 0 0 1 0 0 0 8:30 AM 24 13 1 2 40 0 0 0 0 0 0 0 0 3 0 0 8:15 AM 28 8 0 5 41 0 0 0 0 0 0 0 1 1 0 0 8:00 AM 25 7 0 6 38 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 21 9 2 8 40 0 0 0 0 0 0 0 1 2 2 36 0 EB WB NB SB Total East 7:45 AM 19 8 0 2 29 0 0 0 -9%0%HV%-10%13%3%0% 0 1 7:15 AM 5 10 0 3 18 0 0 0 0 0 0 0 1 West North South 7:00 AM 20 13 1 0 11 18 16 0 33 1629116686850 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 6%-15%6%14%9%0%4%8% Peak Hour All 0 165 666 162 0 17 23 27 0 0 5 1 10 157 02970101 72 1,814 0 HV 0 17 85 1 0 Count Total 0 266 1,248 37 1 27 1,385 53 23 127 3,396 0 474 1,81456015725071762702 7 1 18 422 1,779 8:45 AM 0 37 155 12 24 0 0 3 5 0 452 1,786 8:30 AM 0 43 159 7 0 4 151 4 5 0 5 5 13121821606 6 3 16 466 1,696 8:15 AM 0 43 166 4 18 0 3 6 0 0 439 1,582 8:00 AM 0 42 186 6 0 3 177 2 1 0 3 3 23021991200 7 1 16 429 0 7:45 AM 0 31 159 4 15 0 5 2 4 0 362 0 7:30 AM 0 27 152 2 0 2 196 1 3 0 8 1 9031582001 2 2 7 352 0 7:15 AM 0 28 129 1 30 0 0 0 3 07:00 AM 0 15 142 1 0 4 146 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start SW Grady Way SW Grady Way Lind Ave SW Lind Ave SW 15-min TotalUTLTTHRT Date: 04/17/2024 Peak Hour Count Period: 7:00 AM 9:00 AM SB 13.2%0.64 TOTAL 8.7%0.96 TH RT WB 4.6%0.94 NB 4.4%0.75 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 12.0%0.92 0 0 0 0000000 0 0 3 02 0N Lind Ave SW SW Grady Way SW Grady Way Lind Ave SWSW Grady Way Lind Ave SW1,814TEV: 0.96PHF:721633121268085 686 16 788 7161 1618114561029 666 165 860 769 0 project.manager.wa@idaxdata.com C - 25 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 157 0 Interval Start SW Grady Way SW Grady Way Lind Ave SW Lind Ave SW 15-min Total Rolling One Hour 0 1 0 5 1 100029701 RTTHLT RTTHLTRT 13 1 17 280 0 Peak Hour 0 17 85 1 15 0 2 0 3 0Count Total 0 26 139 3 0 5 56 38 157000003007101 0 0 2 40 148 8:45 AM 0 2 24 0 2 0 0 0 1 0 41 148 8:30 AM 0 3 20 1 0 0 11 0 0 0 3 0 2006200 2 1 3 38 125 8:15 AM 0 10 18 0 2 0 0 0 0 0 29 123 8:00 AM 0 2 23 0 0 0 5 0 0 0 1 0 1007100 5 0 3 40 0 7:45 AM 0 3 15 1 1 0 1 0 1 0 18 0 7:30 AM 0 4 16 1 0 2 6 0 0 0 2 0 1017200 0 0 2 36 0 7:15 AM 0 1 4 0 4 0 0 0 1 0 TH RT 7:00 AM 0 1 19 0 0 2 7 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start SW Grady Way SW Grady Way Lind Ave SW Lind Ave SW 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com C - 26 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 0 3 4 2 3 1 0 18 123011801 3 3 Peak Hour 0 0 14 8 22 0 0 0 0 2 2 10 2Count Total 0 0 23 16 39 0 0 0 00000005:45 PM 0 0 1 2 3 1 1 0 1 0 0 0 5:30 PM 0 0 3 1 4 0 0 0 0 0 0 1 1 1 1 0 5:15 PM 0 0 2 2 4 0 0 0 0 0 0 1 0 0 0 1 5:00 PM 0 0 3 3 6 0 0 0 0 0 0 3 0 1 1 0 4:30 PM 0 0 5 1 6 0 0 0 0 0 0 0 0 0 3 7 0 EB WB NB SB Total East 4:45 PM 0 0 1 2 3 1 1 1 0%7%5%HV%-0%0%0%- 0 1 4:15 PM 0 0 4 2 6 0 0 0 0 0 0 4 0 West North South 4:00 PM 0 0 4 0 14 268 2 0 2 2214002001 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%4%0%4%0%-- Peak Hour All 0 14 2 2 2 25 511 6 0 0 0 8 0 22 00001130 9 575 0 HV 0 0 0 0 0 Count Total 0 30 4 95 0 5 0 3 427 16 1,126 0 124 55157100512010002 0 51 1 140 568 5:45 PM 0 3 0 7 0 0 3 72 1 0 154 563 5:30 PM 0 3 0 8 0 1 0 73 2 0 0 49 3000111 1 55 1 133 565 5:15 PM 0 6 0 18 1 0 5 41 0 0 141 575 5:00 PM 0 4 2 22 0 1 0 68 1 0 1 44 2000005 1 57 1 135 0 4:45 PM 0 5 1 14 0 0 1 60 0 0 156 0 4:30 PM 0 3 0 11 0 1 0 74 0 0 0 61 4010006 0 59 2 143 0 4:15 PM 0 4 1 5 0 1 2 66 1 04:00 PM 0 2 0 10 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start SW 10th St Driveway Lind Ave SW Lind Ave SW 15-min TotalUTLTTHRT Date: 04/17/2024 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.4%0.89 TOTAL 3.8%0.92 TH RT WB 0.0%0.50 NB 4.9%0.89 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 0.0%0.70 0 0 0 1000000 0 0 1 30 8N Lind Ave SW SW 10th St Driveway Lind Ave SWSW 10th St Lind Ave SW575TEV: 0.92PHF:9221223228200 0 2 2 60 226814285264140 2 14 56 23 0 project.manager.wa@idaxdata.com C - 27 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 1 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 1000100 2 02000 0 1 0 0 Peak Hour 0 0Count Total 0 100000000 1 1 5:45 PM 0 0 0 0 1 5:30 PM 0000000 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0000 1 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 22 0 Interval Start SW 10th St Driveway Lind Ave SW Lind Ave SW 15-min Total Rolling One Hour 13 0 0 0 8 0000001 RTTHLT RTTHLTRT 0 16 0 39 0 Peak Hour 0 0 0 0 0 0 2 21 0 0Count Total 0 0 0 0 0 0 0 3 17100020000000 0 1 0 4 17 5:45 PM 0 0 0 0 0 0 0 3 0 0 4 19 5:30 PM 0 0 0 0 0 0 0 2 0 0 0 2 0000000 0 3 0 6 21 5:15 PM 0 0 0 0 0 0 1 2 0 0 3 22 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 2 0000000 0 1 0 6 0 4:45 PM 0 0 0 0 0 0 0 5 0 0 6 0 4:30 PM 0 0 0 0 0 0 0 3 0 0 0 2 0000001 0 3 0 7 0 4:15 PM 0 0 0 0 0 0 0 4 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start SW 10th St Driveway Lind Ave SW Lind Ave SW 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com C - 28 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 1 1 2 0 0 0 5 52001102 2 2 Peak Hr 0 4 3 2 9 0 1 2 0 0 2 1 0Count Total 0 4 5 2 11 0 0 0 00100105:45 PM 0 0 1 0 1 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 5:15 PM 0 0 1 0 1 0 0 0 0 0 0 1 0 0 0 1 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 1 0 1 4:30 PM 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 4:45 PM 0 1 1 0 2 0 1 0 --0%HV%----- 0 0 4:15 PM 0 3 0 2 5 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 0 0 4 0 48 21 0 8 1420030070 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 14%-0%1%-4%13%-0% Peak Hour All 0 0 0 11 1 0 84 32 0 0 0 2 0 9 0000003 0 256 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 47 0 14 222 0 411 0 30 18910300130020200 2 14 0 28 209 5:45 PM 0 0 0 0 1 0 0 4 2 0 40 247 5:30 PM 0 0 0 0 0 5 0 13 4 0 1 18 0030010 4 64 0 91 256 5:15 PM 0 0 0 0 1 0 0 8 6 0 50 222 5:00 PM 0 0 0 0 0 8 0 17 6 0 1 21 0050000 1 33 0 66 0 4:45 PM 0 0 0 0 1 0 0 20 4 0 49 0 4:30 PM 0 0 0 0 0 7 0 3 5 0 2 24 00100500 3 35 0 57 0 4:15 PM 0 0 0 0 1 0 0 9 2 04:00 PM 0 0 0 0 0 7 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start 0 SW 10th St Powell Ave SW Powell Ave SW 15-min TotalUTLTTHRT SB 1.3%0.55 TOTAL 3.5%0.70 TH RTUTLTTHRTUTLT WB 10.8%0.62 NB 4.3%0.72 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB -- Date: 04/17/2024 Peak Hour Count Period: 4:00 PM 6:00 PMN Powell Ave SW SW 10th St SW 10th StPowell Ave SWPowell Ave SW256TEV: 0.7PHF:14281505507 30 37 29 0 214869172000000 1 2 20 1project.manager.wa@idaxdata.com C - 29 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 1 0000000Peak Hour 0 0 0 1 0 0 0 0 0 2 0Count Total 0 0 0 2 0 0 0 0 1000001 0 0 5:45 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 9 0 Interval Start 0 SW 10th St Powell Ave SW Powell Ave SW 15-min Total Rolling One HourEastbound 0 3 0 0 2 0040000 0 2 0 11 0 Peak Hour 0 0 0 0 0 0 0 1 4 0Count Total 0 0 0 0 0 4 0 1 3010000000000 0 0 0 0 4 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 5 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0000000 0 0 0 1 9 5:15 PM 0 0 0 0 0 0 0 0 1 0 2 8 5:00 PM 0 0 0 0 0 0 0 0 1 0 0 0 0010000 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 1 0 5 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 2 0030000 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start 0 SW 10th St Powell Ave SW Powell Ave SW 15-min Total Rolling One HourEastboundWestbound project.manager.wa@idaxdata.com C - 30 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 0 2 6 2 1 0 2 17 111000208 14 1 Peak Hour 29 21 0 1 51 0 0 0 0 0 0 2 0Count Total 72 51 0 6 129 0 0 2 00000005:45 PM 11 8 0 0 19 0 0 0 0 0 0 0 5:30 PM 11 4 0 0 15 0 0 0 0 0 0 1 0 0 0 1 5:15 PM 7 3 0 0 10 0 0 0 0 0 0 1 0 0 6 0 5:00 PM 5 8 0 0 13 0 0 0 0 0 0 0 0 2 0 0 4:30 PM 10 6 0 0 16 0 0 0 0 0 0 0 0 0 0 21 0 EB WB NB SB Total East 4:45 PM 7 4 0 1 12 0 0 0 -0%0%HV%-7%2%-- 4 0 4:15 PM 10 8 0 5 23 0 0 0 0 0 0 0 0 West North South 4:00 PM 11 10 0 1 15 4 22 0 70 0004766200 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%-1%2%25%3%0% Peak Hour All 0 55 1,326 34 0 32 5 36 0 0 0 0 1 51 02000000 88 2,370 0 HV 0 4 25 0 0 Count Total 0 77 2,623 1 0 12 1,504 124 0 145 4,593 0 491 2,25305080701180501 9 0 12 561 2,338 5:45 PM 0 7 277 0 2 0 3 1 3 0 595 2,370 5:30 PM 0 4 339 0 0 1 187 1 7 0 10 0 1201206202 32 0 39 606 2,367 5:15 PM 0 15 339 0 2 0 3 0 1 0 576 2,340 5:00 PM 0 12 316 0 0 1 200 0 7 0 12 0 1402188904 16 0 23 593 0 4:45 PM 0 14 326 0 7 0 6 3 7 0 592 0 4:30 PM 0 14 345 0 0 0 172 0 2 0 14 0 2003201205 23 0 18 579 0 4:15 PM 0 6 338 1 5 0 8 0 4 04:00 PM 0 5 343 0 0 3 170 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start SW Grady Way SW Grady Way Driveway Powell Ave SW 15-min TotalUTLTTHRT Date: 04/17/2024 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.6%0.56 TOTAL 2.2%0.98 TH RT WB 2.7%0.94 NB 0.0%0.64 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 2.1%0.96 0 0 0 0000000 0 0 8 10 2N Powell Ave SW SW Grady Way SW Grady Way DrivewaySW Grady Way Powell Ave SW2,370TEV: 0.98PHF:8807015879020 766 4 790 1,4180 2241541400 1,326 55 1,381 869 0 project.manager.wa@idaxdata.com C - 31 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 51 0 Interval Start SW Grady Way SW Grady Way Driveway Powell Ave SW 15-min Total Rolling One Hour 0 0 0 0 0 10120000 RTTHLT RTTHLTRT 0 0 6 129 0 Peak Hour 0 4 25 0 0 0 0 0 0 0Count Total 0 5 67 0 0 1 50 19 57000000008000 0 0 0 15 50 5:45 PM 0 1 10 0 0 0 0 0 0 0 10 51 5:30 PM 0 0 11 0 0 0 4 0 0 0 0 0 0003000 0 0 0 13 64 5:15 PM 0 1 6 0 0 0 0 0 0 0 12 72 5:00 PM 0 1 4 0 0 0 8 0 0 0 0 0 1013000 0 0 0 16 0 4:45 PM 0 1 6 0 0 0 0 0 0 0 23 0 4:30 PM 0 1 9 0 0 0 6 0 0 0 0 0 5008000 0 0 0 21 0 4:15 PM 0 0 10 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 11 0 0 0 10 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start SW Grady Way SW Grady Way Driveway Powell Ave SW 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com C - 32 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 0 6 6 2 0 2 5 23 1400000212 17 0 Peak Hour 33 20 3 8 64 0 0 0 0 0 0 0 6Count Total 60 39 4 16 119 0 2 3 00000005:45 PM 6 6 0 2 14 0 0 0 1 1 0 0 5:30 PM 10 3 1 1 15 0 0 0 0 0 0 0 0 0 1 0 5:15 PM 6 3 0 1 10 0 0 0 0 0 0 0 1 0 6 0 5:00 PM 5 7 0 4 16 0 0 0 0 0 0 0 2 4 0 0 4:30 PM 10 6 1 1 18 0 0 0 0 0 0 0 0 0 3 19 0 EB WB NB SB Total East 4:45 PM 4 3 0 2 9 0 0 0 -6%0%HV%-6%2%0%- 2 0 4:15 PM 10 6 0 2 18 0 0 0 0 0 0 0 0 West North South 4:00 PM 9 5 2 2 33 15 33 0 139 1214014609840 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%-1%0%6%3%14%2%4% Peak Hour All 0 187 1,237 136 0 63 26 64 0 0 1 0 7 64 01530201 114 2,491 0 HV 0 11 22 0 0 Count Total 0 383 2,363 29 0 26 1,251 270 17 243 4,871 0 525 2,38038022036021411205 23 2 36 613 2,439 5:45 PM 0 39 253 4 17 0 13 2 10 0 603 2,474 5:30 PM 0 64 300 1 0 4 141 4 7 0 34 1 3004184702 52 2 27 639 2,480 5:15 PM 0 64 263 3 16 0 10 2 6 0 584 2,491 5:00 PM 0 29 310 7 0 2 176 3 6 0 25 5 31041382109 45 1 21 648 0 4:45 PM 0 48 290 4 18 0 3 3 8 0 609 0 4:30 PM 0 45 327 3 0 4 170 4 7 0 33 5 32041492508 36 1 30 650 0 4:15 PM 0 49 290 3 20 0 13 5 12 04:00 PM 0 45 330 4 0 2 152 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start SW Grady Way SW Grady Way Lind Ave SW Lind Ave SW 15-min TotalUTLTTHRT Date: 04/17/2024 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.0%0.95 TOTAL 2.6%0.96 TH RT WB 2.8%0.92 NB 3.7%0.68 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 2.3%0.95 0 0 0 0000000 0 0 12 02 0N Lind Ave SW SW Grady Way SW Grady Way Lind Ave SWSW Grady Way Lind Ave SW2,491TEV: 0.96PHF:11412139265286084 609 14 707 1,4090 3315338140014 1,237 187 1,438 756 0 project.manager.wa@idaxdata.com C - 33 www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 64 0 Interval Start SW Grady Way SW Grady Way Lind Ave SW Lind Ave SW 15-min Total Rolling One Hour 0 1 0 1 0 70215302 RTTHLT RTTHLTRT 3 0 13 119 0 Peak Hour 0 11 22 0 4 0 2 0 2 0Count Total 0 19 41 0 0 3 32 14 55000002006000 0 0 1 15 50 5:45 PM 0 1 5 0 0 0 0 0 1 0 10 53 5:30 PM 0 3 7 0 0 0 3 0 0 0 0 0 1012000 2 0 2 16 61 5:15 PM 0 2 4 0 1 0 0 0 0 0 9 64 5:00 PM 0 2 3 0 0 0 6 0 0 0 1 0 1003000 0 0 1 18 0 4:45 PM 0 1 3 0 0 0 0 0 1 0 18 0 4:30 PM 0 5 5 0 0 2 4 0 0 0 0 0 2004200 0 0 3 19 0 4:15 PM 0 2 8 0 1 0 2 0 0 0 TH RT 4:00 PM 0 3 6 0 0 0 4 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start SW Grady Way SW Grady Way Lind Ave SW Lind Ave SW 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com C - 34 C - 35 C - 36 C - 37 C - 38 C - 39 C - 40 C - 41 C - 42 Tesla Renton May 2024 Traffic Impact Analysis Page D KH #194612001 APPENDIX D LEVEL OF SERVICE CALCULATIONS HCM 6th TWSC 1: Lind Ave SW & SW 10th St 2024 EXISTING CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 14 0 0 0 31 235 4 0 107 8 Future Vol, veh/h 5 0 14 0 0 0 31 235 4 0 107 8 Conflicting Peds, #/hr 0 0 1 1 0 0 2 0 0 0 0 2 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 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, %10 10 10 10 10 10 10 10 10 10 10 10 Mvmt Flow 6 0 17 0 0 0 37 283 5 0 129 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 352 498 73 426 501 144 141 0 0 288 0 0 Stage 1 136 136 -360 360 ------- Stage 2 216 362 -66 141 ------- Critical Hdwy 7.7 6.7 7.1 7.7 6.7 7.1 4.3 --4.3 -- Critical Hdwy Stg 1 6.7 5.7 -6.7 5.7 ------- Critical Hdwy Stg 2 6.7 5.7 -6.7 5.7 ------- Follow-up Hdwy 3.6 4.1 3.4 3.6 4.1 3.4 2.3 --2.3 -- Pot Cap-1 Maneuver 559 455 949 494 454 852 1383 --1215 -- Stage 1 830 764 -609 605 ------- Stage 2 744 604 -914 760 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 547 442 946 475 441 852 1380 --1215 -- Mov Cap-2 Maneuver 547 442 -475 441 ------- Stage 1 806 762 -593 589 ------- Stage 2 724 588 -897 758 ------- Approach EB WB NB SB HCM Control Delay, s/v 9.6 0 0.9 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h)1380 --547 946 -1215 -- HCM Lane V/C Ratio 0.027 --0.011 0.018 ---- HCM Control Delay (s/veh)7.7 --11.7 8.9 0 0 -- HCM Lane LOS A --B A A A -- HCM 95th %tile Q (veh)0.1 --0 0.1 -0 -- D - 1 HCM 6th TWSC 2: Powell Ave SW & SW 10th St 2024 EXISTING CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 14 3 171 26 4 28 Future Vol, veh/h 14 3 171 26 4 28 Conflicting Peds, #/hr 1 2 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 72 72 72 72 72 72 Heavy Vehicles, %7 7 7 7 7 7 Mvmt Flow 19 4 238 36 6 39 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 290 240 0 0 274 0 Stage 1 238 ----- Stage 2 52 ----- Critical Hdwy 6.47 6.27 --4.17 - Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 --2.263 - Pot Cap-1 Maneuver 690 787 --1261 - Stage 1 790 ----- Stage 2 958 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 686 786 --1261 - Mov Cap-2 Maneuver 686 ----- Stage 1 790 ----- Stage 2 952 ----- Approach WB NB SB HCM Control Delay, s/v 10.3 0 1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--686 786 1261 - HCM Lane V/C Ratio --0.028 0.005 0.004 - HCM Control Delay (s/veh)--10.4 9.6 7.9 0 HCM Lane LOS --B A A A HCM 95th %tile Q (veh)--0.1 0 0 - D - 2 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2024 EXISTING CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)115 858 3 11 708 81 0 0 5 14 1 25 Future Volume (vph)115 858 3 11 708 81 0 0 5 14 1 25 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)110 0 65 0 0 25 0 90 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 0.850 0.850 Flt Protected 0.950 0.950 0.955 Satd. Flow (prot)1671 3343 0 1671 3292 0 0 1759 1495 0 1680 1495 Flt Permitted 0.950 0.950 0.833 Satd. Flow (perm)1671 3343 0 1671 3292 0 0 1759 1495 0 1465 1495 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)13 264 82 Link Speed (mph)30 30 30 30 Link Distance (ft)400 1845 127 240 Travel Time (s)9.1 41.9 2.9 5.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)8%8%8%8%8%8%8%8%8%8%8%8% Shared Lane Traffic (%) Lane Group Flow (vph)121 906 0 12 830 0 0 0 5 0 16 26 Turn Type Prot NA Prot NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 8 8 4 4 Detector Phase 5 2 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)35.0 98.0 13.0 76.0 29.0 29.0 29.0 29.0 29.0 29.0 Total Split (%)25.0% 70.0%9.3% 54.3%20.7% 20.7% 20.7% 20.7% 20.7% 20.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Max Max Act Effct Green (s)15.5 101.6 6.6 86.5 24.5 24.5 24.5 Actuated g/C Ratio 0.11 0.73 0.05 0.62 0.18 0.18 0.18 v/c Ratio 0.65 0.37 0.15 0.40 0.01 0.06 0.07 Control Delay (s/veh)75.6 8.3 87.0 14.6 0.0 49.1 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)75.6 8.3 87.0 14.6 0.0 49.1 0.4 LOS E A F B A D A Approach Delay (s/veh)16.3 15.6 19.0 Approach LOS B B B Queue Length 50th (ft)107 125 9 271 0 12 0 Queue Length 95th (ft)170 222 m23 351 0 34 0 D - 3 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2024 EXISTING CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft)320 1765 47 160 Turn Bay Length (ft)110 65 25 90 Base Capacity (vph)364 2426 101 2039 479 256 329 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.37 0.12 0.41 0.01 0.06 0.08 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 64 (46%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay (s/veh): 16.0 Intersection LOS: B Intersection Capacity Utilization 43.9%ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Powell Ave SW & SW Grady Way D - 4 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2024 EXISTING CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)165 666 29 17 686 85 11 18 16 33 16 72 Future Volume (vph)165 666 29 17 686 85 11 18 16 33 16 72 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)105 0 125 0 90 90 55 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.98 Frt 0.994 0.983 0.850 0.878 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1656 3292 0 1656 3249 0 1656 3312 1482 1656 2869 0 Flt Permitted 0.272 0.369 0.694 0.685 Satd. Flow (perm)474 3292 0 643 3249 0 1205 3312 1482 1194 2869 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)6 13 117 75 Link Speed (mph)30 30 30 30 Link Distance (ft)1845 461 1026 279 Travel Time (s)41.9 10.5 23.3 6.3 Confl. Peds. (#/hr)3 3 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)9%9%9%9%9%9%9%9%9%9%9%9% Shared Lane Traffic (%) Lane Group Flow (vph)172 724 0 18 804 0 11 19 17 34 92 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 1 6 3 8 8 7 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)30.0 90.0 12.0 72.0 12.0 24.0 24.0 14.0 26.0 Total Split (%)21.4% 64.3%8.6% 51.4%8.6% 17.1% 17.1% 10.0% 18.6% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None Max Max None Max Act Effct Green (s)97.5 93.1 88.5 82.5 29.7 25.6 25.6 32.5 28.8 Actuated g/C Ratio 0.70 0.67 0.63 0.59 0.21 0.18 0.18 0.23 0.21 v/c Ratio 0.41 0.33 0.04 0.41 0.03 0.03 0.04 0.11 0.14 Control Delay (s/veh)15.5 20.0 7.1 16.4 41.5 51.2 0.2 42.6 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)15.5 20.0 7.1 16.4 41.5 51.2 0.2 42.6 15.5 LOS B C A B D D A D B Approach Delay (s/veh)19.2 16.2 30.5 22.8 Approach LOS B B C C D - 5 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2024 EXISTING CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft)87 219 5 197 8 7 0 24 6 Queue Length 95th (ft)135 318 13 257 25 21 0 55 33 Internal Link Dist (ft)1765 381 946 199 Turn Bay Length (ft)105 125 90 90 55 Base Capacity (vph)545 2191 468 1920 283 605 366 309 650 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.33 0.04 0.42 0.04 0.03 0.05 0.11 0.14 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.42 Intersection Signal Delay (s/veh): 18.4 Intersection LOS: B Intersection Capacity Utilization 57.1%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 4: Lind Ave SW & SW Grady Way D - 6 HCM 6th TWSC 1: Lind Ave SW & SW 10th St 2024 EXISTING CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 2 40 2 0 0 15 268 2 2 221 9 Future Vol, veh/h 14 2 40 2 0 0 15 268 2 2 221 9 Conflicting Peds, #/hr 1 0 3 3 0 1 0 0 8 8 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %4 4 4 4 4 4 4 4 4 4 4 4 Mvmt Flow 15 2 43 2 0 0 16 291 2 2 240 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 428 582 128 460 586 156 250 0 0 301 0 0 Stage 1 249 249 -332 332 ------- Stage 2 179 333 -128 254 ------- Critical Hdwy 7.58 6.58 6.98 7.58 6.58 6.98 4.18 --4.18 -- Critical Hdwy Stg 1 6.58 5.58 -6.58 5.58 ------- Critical Hdwy Stg 2 6.58 5.58 -6.58 5.58 ------- Follow-up Hdwy 3.54 4.04 3.34 3.54 4.04 3.34 2.24 --2.24 -- Pot Cap-1 Maneuver 506 419 892 480 417 856 1298 --1243 -- Stage 1 727 694 -650 638 ------- Stage 2 800 637 -857 691 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 500 410 889 445 408 849 1298 --1234 -- Mov Cap-2 Maneuver 500 410 -445 408 ------- Stage 1 718 693 -637 625 ------- Stage 2 789 624 -809 690 ------- Approach EB WB NB SB HCM Control Delay, s/v 10.3 13.1 0.4 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h)1298 --487 889 445 1234 -- HCM Lane V/C Ratio 0.013 --0.036 0.049 0.005 0.002 -- HCM Control Delay (s/veh)7.8 --12.7 9.3 13.1 7.9 0 - HCM Lane LOS A --B A B A A - HCM 95th %tile Q (veh)0 --0.1 0.2 0 0 -- D - 7 HCM 6th TWSC 2: Powell Ave SW & SW 10th St 2024 EXISTING CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 30 7 48 21 8 142 Future Vol, veh/h 30 7 48 21 8 142 Conflicting Peds, #/hr 2 2 0 1 1 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 70 70 70 70 70 70 Heavy Vehicles, %4 4 4 4 4 4 Mvmt Flow 43 10 69 30 11 203 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 297 72 0 0 100 0 Stage 1 70 ----- Stage 2 227 ----- Critical Hdwy 6.44 6.24 --4.14 - Critical Hdwy Stg 1 5.44 ----- Critical Hdwy Stg 2 5.44 ----- Follow-up Hdwy 3.536 3.336 --2.236 - Pot Cap-1 Maneuver 690 985 --1480 - Stage 1 948 ----- Stage 2 806 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 682 982 --1479 - Mov Cap-2 Maneuver 682 ----- Stage 1 947 ----- Stage 2 798 ----- Approach WB NB SB HCM Control Delay, s/v 10.2 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--682 982 1479 - HCM Lane V/C Ratio --0.063 0.01 0.008 - HCM Control Delay (s/veh)--10.6 8.7 7.5 0 HCM Lane LOS --B A A A HCM 95th %tile Q (veh)--0.2 0 0 - D - 8 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2024 EXISTING CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)55 1326 0 4 766 20 15 4 22 70 0 88 Future Volume (vph)55 1326 0 4 766 20 15 4 22 70 0 88 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)110 0 65 0 0 25 0 90 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.99 0.99 0.98 0.99 Frt 0.996 0.850 0.850 Flt Protected 0.950 0.950 0.962 0.950 Satd. Flow (prot)1770 3539 0 1770 3522 0 0 1792 1583 0 1770 1583 Flt Permitted 0.950 0.950 0.825 0.745 Satd. Flow (perm)1759 3539 0 1769 3522 0 0 1537 1557 0 1381 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)3 82 90 Link Speed (mph)30 30 30 30 Link Distance (ft)400 1845 127 240 Travel Time (s)9.1 41.9 2.9 5.5 Confl. Peds. (#/hr)8 1 1 8 2 2 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 Shared Lane Traffic (%) Lane Group Flow (vph)56 1353 0 4 802 0 0 19 22 0 71 90 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 8 8 4 4 Detector Phase 5 2 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)19.0 98.0 12.0 91.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%)13.6% 70.0%8.6% 65.0%21.4% 21.4% 21.4% 21.4% 21.4% 21.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Max Max Act Effct Green (s)9.8 103.2 5.9 93.3 25.5 25.5 25.5 25.5 Actuated g/C Ratio 0.07 0.74 0.04 0.67 0.18 0.18 0.18 0.18 v/c Ratio 0.45 0.51 0.05 0.34 0.06 0.06 0.28 0.24 Control Delay (s/veh)73.4 9.1 61.5 7.9 48.3 0.3 52.9 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)73.4 9.1 61.5 7.9 48.3 0.3 52.9 11.0 LOS E A E A D A D B Approach Delay (s/veh)11.7 8.2 22.6 29.5 Approach LOS B A C C Queue Length 50th (ft)50 228 4 94 15 0 56 0 D - 9 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2024 EXISTING CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft)94 376 m10 126 39 0 105 49 Internal Link Dist (ft)320 1765 47 160 Turn Bay Length (ft)110 65 25 90 Base Capacity (vph)183 2609 94 2348 279 350 251 361 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.52 0.04 0.34 0.07 0.06 0.28 0.25 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 49 (35%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay (s/veh): 11.9 Intersection LOS: B Intersection Capacity Utilization 67.1%ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Powell Ave SW & SW Grady Way D - 10 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2024 EXISTING CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)187 1237 14 14 609 84 33 15 33 139 12 114 Future Volume (vph)187 1237 14 14 609 84 33 15 33 139 12 114 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)105 0 125 0 90 90 55 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.98 Frt 0.998 0.982 0.850 0.865 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1752 3498 0 1752 3425 0 1752 3505 1568 1752 2986 0 Flt Permitted 0.286 0.144 0.668 0.634 Satd. Flow (perm)528 3498 0 266 3425 0 1227 3505 1568 1170 2986 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)1 14 152 119 Link Speed (mph)30 30 30 30 Link Distance (ft)1845 461 1026 279 Travel Time (s)41.9 10.5 23.3 6.3 Confl. Peds. (#/hr)12 12 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)3%3%3%3%3%3%3%3%3%3%3%3% Shared Lane Traffic (%) Lane Group Flow (vph)195 1304 0 15 722 0 34 16 34 145 132 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 1 6 3 8 8 7 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)26.0 83.0 11.0 68.0 11.0 26.0 26.0 20.0 35.0 Total Split (%)18.6% 59.3%7.9% 48.6%7.9% 18.6% 18.6% 14.3% 25.0% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None Max Max None Max Act Effct Green (s)89.5 85.2 79.1 73.1 29.9 23.6 23.6 41.5 34.9 Actuated g/C Ratio 0.64 0.61 0.57 0.52 0.21 0.17 0.17 0.30 0.25 v/c Ratio 0.44 0.61 0.07 0.40 0.11 0.02 0.08 0.36 0.15 Control Delay (s/veh)14.4 17.4 10.5 20.9 37.2 50.3 0.4 40.7 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)14.4 17.4 10.5 20.9 37.2 50.3 0.4 40.7 10.0 LOS B B B C D D A D B Approach Delay (s/veh)17.1 20.7 24.8 26.1 Approach LOS B C C C D - 11 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2024 EXISTING CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft)64 283 5 198 22 6 0 102 4 Queue Length 95th (ft)123 380 13 261 50 18 0 162 33 Internal Link Dist (ft)1765 381 946 199 Turn Bay Length (ft)105 125 90 90 55 Base Capacity (vph)525 2128 220 1795 288 591 390 411 833 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.61 0.07 0.40 0.12 0.03 0.09 0.35 0.16 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 52 (37%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay (s/veh): 19.3 Intersection LOS: B Intersection Capacity Utilization 73.0%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 4: Lind Ave SW & SW Grady Way D - 12 HCM 6th TWSC 1: Lind Ave SW & SW 10th St 2025 BASELINE CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 14 0 0 0 32 246 4 0 109 8 Future Vol, veh/h 5 0 14 0 0 0 32 246 4 0 109 8 Conflicting Peds, #/hr 0 0 1 1 0 0 2 0 0 0 0 2 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 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, %10 10 10 10 10 10 10 10 10 10 10 10 Mvmt Flow 6 0 17 0 0 0 39 296 5 0 131 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 364 517 74 444 520 151 143 0 0 301 0 0 Stage 1 138 138 -377 377 ------- Stage 2 226 379 -67 143 ------- Critical Hdwy 7.7 6.7 7.1 7.7 6.7 7.1 4.3 --4.3 -- Critical Hdwy Stg 1 6.7 5.7 -6.7 5.7 ------- Critical Hdwy Stg 2 6.7 5.7 -6.7 5.7 ------- Follow-up Hdwy 3.6 4.1 3.4 3.6 4.1 3.4 2.3 --2.3 -- Pot Cap-1 Maneuver 548 444 947 479 442 844 1381 --1201 -- Stage 1 828 763 -595 595 ------- Stage 2 734 593 -913 759 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 535 431 944 460 429 844 1378 --1201 -- Mov Cap-2 Maneuver 535 431 -460 429 ------- Stage 1 803 761 -578 578 ------- Stage 2 713 576 -896 757 ------- Approach EB WB NB SB HCM Control Delay, s/v 9.7 0 0.9 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h)1378 --535 944 -1201 -- HCM Lane V/C Ratio 0.028 --0.011 0.018 ---- HCM Control Delay (s/veh)7.7 --11.8 8.9 0 0 -- HCM Lane LOS A --B A A A -- HCM 95th %tile Q (veh)0.1 --0 0.1 -0 -- D - 13 HCM 6th TWSC 2: Powell Ave SW & SW 10th St 2025 BASELINE CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 14 3 174 27 4 29 Future Vol, veh/h 14 3 174 27 4 29 Conflicting Peds, #/hr 1 2 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 72 72 72 72 72 72 Heavy Vehicles, %7 7 7 7 7 7 Mvmt Flow 19 4 242 38 6 40 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 295 244 0 0 280 0 Stage 1 242 ----- Stage 2 53 ----- Critical Hdwy 6.47 6.27 --4.17 - Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 --2.263 - Pot Cap-1 Maneuver 686 783 --1254 - Stage 1 787 ----- Stage 2 957 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 682 782 --1254 - Mov Cap-2 Maneuver 682 ----- Stage 1 787 ----- Stage 2 951 ----- Approach WB NB SB HCM Control Delay, s/v 10.3 0 1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--682 782 1254 - HCM Lane V/C Ratio --0.029 0.005 0.004 - HCM Control Delay (s/veh)--10.4 9.6 7.9 0 HCM Lane LOS --B A A A HCM 95th %tile Q (veh)--0.1 0 0 - D - 14 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2025 BASELINE CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)117 875 3 11 722 83 0 0 5 14 1 26 Future Volume (vph)117 875 3 11 722 83 0 0 5 14 1 26 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)110 0 65 0 0 25 0 90 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 0.850 0.850 Flt Protected 0.950 0.950 0.955 Satd. Flow (prot)1671 3343 0 1671 3292 0 0 1759 1495 0 1680 1495 Flt Permitted 0.950 0.950 0.833 Satd. Flow (perm)1671 3343 0 1671 3292 0 0 1759 1495 0 1465 1495 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)13 258 82 Link Speed (mph)30 30 30 30 Link Distance (ft)400 1845 127 240 Travel Time (s)9.1 41.9 2.9 5.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)8%8%8%8%8%8%8%8%8%8%8%8% Shared Lane Traffic (%) Lane Group Flow (vph)123 924 0 12 847 0 0 0 5 0 16 27 Turn Type Prot NA Prot NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 8 8 4 4 Detector Phase 5 2 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)35.0 98.0 13.0 76.0 29.0 29.0 29.0 29.0 29.0 29.0 Total Split (%)25.0% 70.0%9.3% 54.3%20.7% 20.7% 20.7% 20.7% 20.7% 20.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Max Max Act Effct Green (s)15.6 101.6 6.6 86.4 24.5 24.5 24.5 Actuated g/C Ratio 0.11 0.73 0.05 0.62 0.18 0.18 0.18 v/c Ratio 0.66 0.38 0.15 0.41 0.01 0.06 0.08 Control Delay (s/veh)75.8 8.4 56.5 30.8 0.0 49.1 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)75.8 8.4 56.5 30.8 0.0 49.1 0.5 LOS E A E C A D A Approach Delay (s/veh)16.3 31.2 18.6 Approach LOS B C B Queue Length 50th (ft)109 128 11 310 0 12 0 Queue Length 95th (ft)171 228 m26 426 0 34 0 D - 15 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2025 BASELINE CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft)320 1765 47 160 Turn Bay Length (ft)110 65 25 90 Base Capacity (vph)364 2426 101 2036 474 256 329 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.38 0.12 0.42 0.01 0.06 0.08 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 64 (46%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay (s/veh): 22.9 Intersection LOS: C Intersection Capacity Utilization 44.5%ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Powell Ave SW & SW Grady Way D - 16 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2025 BASELINE CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)168 679 69 797 700 87 99 171 665 34 105 73 Future Volume (vph)168 679 69 797 700 87 99 171 665 34 105 73 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)105 0 125 0 90 90 55 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 Frt 0.986 0.983 0.850 0.938 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1656 3266 0 1656 3249 0 1656 3312 1482 1656 3085 0 Flt Permitted 0.343 0.109 0.503 0.640 Satd. Flow (perm)597 3266 0 190 3249 0 874 3312 1482 1116 3085 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)7 15 693 76 Link Speed (mph)30 30 30 30 Link Distance (ft)1845 461 1026 279 Travel Time (s)41.9 10.5 23.3 6.3 Confl. Peds. (#/hr)3 3 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)9%9%9%9%9%9%9%9%9%9%9%9% Shared Lane Traffic (%) Lane Group Flow (vph)175 779 0 830 820 0 103 178 693 35 185 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 1 6 3 8 8 7 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)21.0 37.5 64.0 80.5 11.8 29.0 29.0 9.5 26.7 Total Split (%)15.0% 26.8%45.7% 57.5%8.4% 20.7% 20.7%6.8% 19.1% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None Max Max None Max Act Effct Green (s)43.9 33.0 97.0 81.6 32.2 26.4 26.4 27.2 22.2 Actuated g/C Ratio 0.31 0.24 0.69 0.58 0.23 0.19 0.19 0.19 0.16 v/c Ratio 0.64 1.00 1.10 0.43 0.42 0.28 0.82 0.14 0.33 Control Delay (s/veh)41.6 78.8 96.8 17.1 49.4 51.0 12.8 42.9 32.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)41.6 78.8 96.8 17.1 49.4 51.0 12.8 42.9 32.2 LOS D E F B D D B D C Approach Delay (s/veh)72.1 57.3 23.7 34.0 Approach LOS E E C C D - 17 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2025 BASELINE CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft)63 ~378 ~808 204 76 75 0 25 46 Queue Length 95th (ft)153 #519 #1063 274 131 113 156 55 84 Internal Link Dist (ft)1765 381 946 199 Turn Bay Length (ft)105 125 90 90 55 Base Capacity (vph)335 775 754 1899 242 624 842 236 553 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 1.01 1.10 0.43 0.43 0.29 0.82 0.15 0.33 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay (s/veh): 51.0 Intersection LOS: D Intersection Capacity Utilization 100.6%ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Lind Ave SW & SW Grady Way D - 18 HCM 6th TWSC 1: Lind Ave SW & SW 10th St 2025 BASELINE CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 2 41 2 0 0 15 274 2 2 226 9 Future Vol, veh/h 14 2 41 2 0 0 15 274 2 2 226 9 Conflicting Peds, #/hr 1 0 3 3 0 1 0 0 8 8 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %4 4 4 4 4 4 4 4 4 4 4 4 Mvmt Flow 15 2 45 2 0 0 16 298 2 2 246 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 437 595 131 470 599 159 256 0 0 308 0 0 Stage 1 255 255 -339 339 ------- Stage 2 182 340 -131 260 ------- Critical Hdwy 7.58 6.58 6.98 7.58 6.58 6.98 4.18 --4.18 -- Critical Hdwy Stg 1 6.58 5.58 -6.58 5.58 ------- Critical Hdwy Stg 2 6.58 5.58 -6.58 5.58 ------- Follow-up Hdwy 3.54 4.04 3.34 3.54 4.04 3.34 2.24 --2.24 -- Pot Cap-1 Maneuver 499 412 888 472 410 852 1291 --1235 -- Stage 1 721 690 -644 633 ------- Stage 2 796 633 -853 687 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 493 403 885 437 401 845 1291 --1226 -- Mov Cap-2 Maneuver 493 403 -437 401 ------- Stage 1 712 689 -631 620 ------- Stage 2 785 620 -804 686 ------- Approach EB WB NB SB HCM Control Delay, s/v 10.3 13.3 0.4 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h)1291 --480 885 437 1226 -- HCM Lane V/C Ratio 0.013 --0.036 0.05 0.005 0.002 -- HCM Control Delay (s/veh)7.8 --12.8 9.3 13.3 7.9 0 - HCM Lane LOS A --B A B A A - HCM 95th %tile Q (veh)0 --0.1 0.2 0 0 -- D - 19 HCM 6th TWSC 2: Powell Ave SW & SW 10th St 2025 BASELINE CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 31 7 49 21 8 145 Future Vol, veh/h 31 7 49 21 8 145 Conflicting Peds, #/hr 2 2 0 1 1 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 70 70 70 70 70 70 Heavy Vehicles, %4 4 4 4 4 4 Mvmt Flow 44 10 70 30 11 207 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 302 73 0 0 101 0 Stage 1 71 ----- Stage 2 231 ----- Critical Hdwy 6.44 6.24 --4.14 - Critical Hdwy Stg 1 5.44 ----- Critical Hdwy Stg 2 5.44 ----- Follow-up Hdwy 3.536 3.336 --2.236 - Pot Cap-1 Maneuver 685 983 --1479 - Stage 1 947 ----- Stage 2 803 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 677 980 --1478 - Mov Cap-2 Maneuver 677 ----- Stage 1 946 ----- Stage 2 795 ----- Approach WB NB SB HCM Control Delay, s/v 10.3 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--677 980 1478 - HCM Lane V/C Ratio --0.065 0.01 0.008 - HCM Control Delay (s/veh)--10.7 8.7 7.5 0 HCM Lane LOS --B A A A HCM 95th %tile Q (veh)--0.2 0 0 - D - 20 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2025 BASELINE CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)56 1353 0 4 781 20 15 4 22 71 0 90 Future Volume (vph)56 1353 0 4 781 20 15 4 22 71 0 90 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)110 0 65 0 0 25 0 90 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.99 0.99 0.98 0.99 Frt 0.996 0.850 0.850 Flt Protected 0.950 0.950 0.962 0.950 Satd. Flow (prot)1770 3539 0 1770 3522 0 0 1792 1583 0 1770 1583 Flt Permitted 0.950 0.950 0.824 0.745 Satd. Flow (perm)1759 3539 0 1769 3522 0 0 1535 1557 0 1381 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)3 82 92 Link Speed (mph)30 30 30 30 Link Distance (ft)400 1845 127 240 Travel Time (s)9.1 41.9 2.9 5.5 Confl. Peds. (#/hr)8 1 1 8 2 2 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 Shared Lane Traffic (%) Lane Group Flow (vph)57 1381 0 4 817 0 0 19 22 0 72 92 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 8 8 4 4 Detector Phase 5 2 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)19.0 98.0 12.0 91.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%)13.6% 70.0%8.6% 65.0%21.4% 21.4% 21.4% 21.4% 21.4% 21.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Max Max Act Effct Green (s)9.9 103.2 5.9 93.2 25.5 25.5 25.5 25.5 Actuated g/C Ratio 0.07 0.74 0.04 0.67 0.18 0.18 0.18 0.18 v/c Ratio 0.45 0.52 0.05 0.34 0.06 0.06 0.28 0.25 Control Delay (s/veh)73.3 9.2 62.0 7.9 48.3 0.3 53.0 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)73.3 9.2 62.0 7.9 48.3 0.3 53.0 10.9 LOS E A E A D A D B Approach Delay (s/veh)11.8 8.2 22.6 29.4 Approach LOS B A C C Queue Length 50th (ft)51 235 4 98 15 0 57 0 D - 21 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2025 BASELINE CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft)96 388 m8 122 39 0 107 50 Internal Link Dist (ft)320 1765 47 160 Turn Bay Length (ft)110 65 25 90 Base Capacity (vph)183 2609 94 2346 279 350 251 363 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.53 0.04 0.35 0.07 0.06 0.29 0.25 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 49 (35%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay (s/veh): 12.0 Intersection LOS: B Intersection Capacity Utilization 67.8%ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Powell Ave SW & SW Grady Way D - 22 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2025 BASELINE CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)191 1262 84 490 621 86 115 306 1043 142 209 116 Future Volume (vph)191 1262 84 490 621 86 115 306 1043 142 209 116 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)105 0 125 0 90 90 55 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 Frt 0.991 0.982 0.850 0.946 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1752 3473 0 1752 3425 0 1752 3505 1568 1752 3296 0 Flt Permitted 0.295 0.084 0.466 0.522 Satd. Flow (perm)541 3473 0 155 3425 0 858 3505 1568 963 3296 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)5 12 357 83 Link Speed (mph)30 30 30 30 Link Distance (ft)1845 461 1026 279 Travel Time (s)41.9 10.5 23.3 6.3 Confl. Peds. (#/hr)12 12 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)3%3%3%3%3%3%3%3%3%3%3%3% Shared Lane Traffic (%) Lane Group Flow (vph)199 1403 0 510 737 0 120 319 1086 148 339 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 1 6 3 8 8 7 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)22.4 47.5 29.0 54.1 11.2 54.0 54.0 9.5 52.3 Total Split (%)16.0% 33.9%20.7% 38.6%8.0% 38.6% 38.6%6.8% 37.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None Max Max None Max Act Effct Green (s)57.1 43.0 72.0 53.4 56.2 49.5 49.5 52.8 47.8 Actuated g/C Ratio 0.41 0.31 0.51 0.38 0.40 0.35 0.35 0.38 0.34 v/c Ratio 0.58 1.31 1.42 0.56 0.31 0.25 1.38 0.37 0.28 Control Delay (s/veh)29.3 183.8 238.4 35.9 27.9 32.8 205.3 31.1 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)29.3 183.8 238.4 35.9 27.9 32.8 205.3 31.1 25.7 LOS C F F D C C F C C Approach Delay (s/veh)164.7 118.8 155.3 27.4 Approach LOS F F F C D - 23 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2025 BASELINE CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft)92 ~847 ~577 272 67 108 ~1094 84 87 Queue Length 95th (ft)207 #985 #804 353 111 147 #1361 134 129 Internal Link Dist (ft)1765 381 946 199 Turn Bay Length (ft)105 125 90 90 55 Base Capacity (vph)390 1070 359 1314 387 1239 785 391 1180 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.51 1.31 1.42 0.56 0.31 0.26 1.38 0.38 0.29 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 52 (37%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.42 Intersection Signal Delay (s/veh): 136.2 Intersection LOS: F Intersection Capacity Utilization 121.3%ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Lind Ave SW & SW Grady Way D - 24 HCM 6th TWSC 1: Lind Ave SW & SW 10th St 2025 FUTURE WITH CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 0 23 0 0 0 37 246 4 0 109 9 Future Vol, veh/h 7 0 23 0 0 0 37 246 4 0 109 9 Conflicting Peds, #/hr 0 0 1 1 0 0 2 0 0 0 0 2 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 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, %10 10 10 10 10 10 10 10 10 10 10 10 Mvmt Flow 8 0 28 0 0 0 45 296 5 0 131 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 377 530 74 456 533 151 144 0 0 301 0 0 Stage 1 139 139 -389 389 ------- Stage 2 238 391 -67 144 ------- Critical Hdwy 7.7 6.7 7.1 7.7 6.7 7.1 4.3 --4.3 -- Critical Hdwy Stg 1 6.7 5.7 -6.7 5.7 ------- Critical Hdwy Stg 2 6.7 5.7 -6.7 5.7 ------- Follow-up Hdwy 3.6 4.1 3.4 3.6 4.1 3.4 2.3 --2.3 -- Pot Cap-1 Maneuver 536 436 947 470 434 844 1379 --1201 -- Stage 1 827 762 -585 587 ------- Stage 2 722 586 -913 758 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 522 421 944 445 419 844 1376 --1201 -- Mov Cap-2 Maneuver 522 421 -445 419 ------- Stage 1 798 760 -566 568 ------- Stage 2 698 567 -885 756 ------- Approach EB WB NB SB HCM Control Delay, s/v 9.6 0 1 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h)1376 --522 944 -1201 -- HCM Lane V/C Ratio 0.032 --0.016 0.029 ---- HCM Control Delay (s/veh)7.7 --12 8.9 0 0 -- HCM Lane LOS A --B A A A -- HCM 95th %tile Q (veh)0.1 --0 0.1 -0 -- D - 25 HCM 6th TWSC 2: Powell Ave SW & SW 10th St 2025 FUTURE WITH CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 15 3 174 28 4 29 Future Vol, veh/h 15 3 174 28 4 29 Conflicting Peds, #/hr 1 2 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 72 72 72 72 72 72 Heavy Vehicles, %7 7 7 7 7 7 Mvmt Flow 21 4 242 39 6 40 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 295 244 0 0 281 0 Stage 1 242 ----- Stage 2 53 ----- Critical Hdwy 6.47 6.27 --4.17 - Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 --2.263 - Pot Cap-1 Maneuver 686 783 --1253 - Stage 1 787 ----- Stage 2 957 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 682 782 --1253 - Mov Cap-2 Maneuver 682 ----- Stage 1 787 ----- Stage 2 951 ----- Approach WB NB SB HCM Control Delay, s/v 10.3 0 1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--682 782 1253 - HCM Lane V/C Ratio --0.031 0.005 0.004 - HCM Control Delay (s/veh)--10.4 9.6 7.9 0 HCM Lane LOS --B A A A HCM 95th %tile Q (veh)--0.1 0 0 - D - 26 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2025 FUTURE WITH CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)118 875 3 11 722 83 0 0 5 14 1 27 Future Volume (vph)118 875 3 11 722 83 0 0 5 14 1 27 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)110 0 65 0 0 25 0 90 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.985 0.850 0.850 Flt Protected 0.950 0.950 0.955 Satd. Flow (prot)1671 3343 0 1671 3292 0 0 1759 1495 0 1680 1495 Flt Permitted 0.950 0.950 0.833 Satd. Flow (perm)1671 3343 0 1671 3292 0 0 1759 1495 0 1465 1495 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)13 258 82 Link Speed (mph)30 30 30 30 Link Distance (ft)400 1845 127 240 Travel Time (s)9.1 41.9 2.9 5.5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%)8%8%8%8%8%8%8%8%8%8%8%8% Shared Lane Traffic (%) Lane Group Flow (vph)124 924 0 12 847 0 0 0 5 0 16 28 Turn Type Prot NA Prot NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 8 8 4 4 Detector Phase 5 2 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)35.0 98.0 13.0 76.0 29.0 29.0 29.0 29.0 29.0 29.0 Total Split (%)25.0% 70.0%9.3% 54.3%20.7% 20.7% 20.7% 20.7% 20.7% 20.7% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Max Max Act Effct Green (s)15.7 101.6 6.6 86.3 24.5 24.5 24.5 Actuated g/C Ratio 0.11 0.73 0.05 0.62 0.18 0.18 0.18 v/c Ratio 0.66 0.38 0.15 0.41 0.01 0.06 0.08 Control Delay (s/veh)75.7 8.4 57.2 30.8 0.0 49.1 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)75.7 8.4 57.2 30.8 0.0 49.1 0.5 LOS E A E C A D A Approach Delay (s/veh)16.4 31.2 18.2 Approach LOS B C B Queue Length 50th (ft)110 128 11 311 0 12 0 Queue Length 95th (ft)172 228 m25 427 0 34 0 D - 27 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2025 FUTURE WITH CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft)320 1765 47 160 Turn Bay Length (ft)110 65 25 90 Base Capacity (vph)364 2426 101 2034 474 256 329 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.38 0.12 0.42 0.01 0.06 0.09 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 64 (46%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay (s/veh): 22.9 Intersection LOS: C Intersection Capacity Utilization 44.6%ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Powell Ave SW & SW Grady Way D - 28 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2025 FUTURE WITH CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)168 679 69 797 700 92 99 171 665 43 105 73 Future Volume (vph)168 679 69 797 700 92 99 171 665 43 105 73 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)105 0 125 0 90 90 55 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 Frt 0.986 0.983 0.850 0.938 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1656 3266 0 1656 3248 0 1656 3312 1482 1656 3085 0 Flt Permitted 0.341 0.109 0.503 0.640 Satd. Flow (perm)593 3266 0 190 3248 0 874 3312 1482 1116 3085 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)7 16 691 76 Link Speed (mph)30 30 30 30 Link Distance (ft)1845 461 1026 279 Travel Time (s)41.9 10.5 23.3 6.3 Confl. Peds. (#/hr)3 3 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)9%9%9%9%9%9%9%9%9%9%9%9% Shared Lane Traffic (%) Lane Group Flow (vph)175 779 0 830 825 0 103 178 693 45 185 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 1 6 3 8 8 7 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)21.0 37.5 64.0 80.5 11.8 29.0 29.0 9.5 26.7 Total Split (%)15.0% 26.8%45.7% 57.5%8.4% 20.7% 20.7%6.8% 19.1% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None Max Max None Max Act Effct Green (s)44.0 33.0 97.0 81.5 32.2 26.4 26.4 27.2 22.2 Actuated g/C Ratio 0.31 0.24 0.69 0.58 0.23 0.19 0.19 0.19 0.16 v/c Ratio 0.65 1.00 1.10 0.43 0.42 0.28 0.82 0.19 0.33 Control Delay (s/veh)41.8 78.8 96.8 17.1 49.4 51.0 13.0 44.1 32.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)41.8 78.8 96.8 17.1 49.4 51.0 13.0 44.1 32.2 LOS D E F B D D B D C Approach Delay (s/veh)72.1 57.2 23.9 34.6 Approach LOS E E C C D - 29 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2025 FUTURE WITH CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft)63 ~378 ~808 205 76 75 2 32 46 Queue Length 95th (ft)152 #519 #1063 277 131 113 160 67 84 Internal Link Dist (ft)1765 381 946 199 Turn Bay Length (ft)105 125 90 90 55 Base Capacity (vph)334 775 754 1898 242 624 840 236 553 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 1.01 1.10 0.43 0.43 0.29 0.83 0.19 0.33 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay (s/veh): 51.0 Intersection LOS: D Intersection Capacity Utilization 100.6%ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Lind Ave SW & SW Grady Way D - 30 HCM 6th TWSC 5: SW 10th St 2025 FUTURE WITH CONDITIONS Tesla Renton AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 31 40 70 29 2 Future Vol, veh/h 4 31 40 70 29 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop 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, %2 2 2 2 2 2 Mvmt Flow 4 34 43 76 32 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 119 0 -0 106 60 Stage 1 ----81 - Stage 2 ----25 - Critical Hdwy 4.14 ---6.84 6.94 Critical Hdwy Stg 1 ----5.84 - Critical Hdwy Stg 2 ----5.84 - Follow-up Hdwy 2.22 ---3.52 3.32 Pot Cap-1 Maneuver 1467 ---880 993 Stage 1 ----933 - Stage 2 ----994 - Platoon blocked, %--- Mov Cap-1 Maneuver 1467 ---877 993 Mov Cap-2 Maneuver ----877 - Stage 1 ----930 - Stage 2 ----994 - Approach EB WB SB HCM Control Delay, s/v 0.9 0 9.2 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1467 ---884 HCM Lane V/C Ratio 0.003 ---0.038 HCM Control Delay (s/veh)7.5 0 --9.2 HCM Lane LOS A A --A HCM 95th %tile Q (veh)0 ---0.1 D - 31 HCM 6th TWSC 1: Lind Ave SW & SW 10th St 2025 FUTURE WITH CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 2 53 2 0 0 36 274 2 2 226 13 Future Vol, veh/h 16 2 53 2 0 0 36 274 2 2 226 13 Conflicting Peds, #/hr 1 0 3 3 0 1 0 0 8 8 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %4 4 4 4 4 4 4 4 4 4 4 4 Mvmt Flow 17 2 58 2 0 0 39 298 2 2 246 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 485 643 133 516 649 159 260 0 0 308 0 0 Stage 1 257 257 -385 385 ------- Stage 2 228 386 -131 264 ------- Critical Hdwy 7.58 6.58 6.98 7.58 6.58 6.98 4.18 --4.18 -- Critical Hdwy Stg 1 6.58 5.58 -6.58 5.58 ------- Critical Hdwy Stg 2 6.58 5.58 -6.58 5.58 ------- Follow-up Hdwy 3.54 4.04 3.34 3.54 4.04 3.34 2.24 --2.24 -- Pot Cap-1 Maneuver 461 386 885 438 383 852 1287 --1235 -- Stage 1 719 689 -604 604 ------- Stage 2 748 604 -853 684 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 449 371 882 393 368 845 1287 --1226 -- Mov Cap-2 Maneuver 449 371 -393 368 ------- Stage 1 697 688 -581 581 ------- Stage 2 725 581 -791 683 ------- Approach EB WB NB SB HCM Control Delay, s/v 10.5 14.2 0.9 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h)1287 --439 882 393 1226 -- HCM Lane V/C Ratio 0.03 --0.045 0.065 0.006 0.002 -- HCM Control Delay (s/veh)7.9 --13.6 9.4 14.2 7.9 0 - HCM Lane LOS A --B A B A A - HCM 95th %tile Q (veh)0.1 --0.1 0.2 0 0 -- D - 32 HCM 6th TWSC 2: Powell Ave SW & SW 10th St 2025 FUTURE WITH CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 32 7 49 23 8 145 Future Vol, veh/h 32 7 49 23 8 145 Conflicting Peds, #/hr 2 2 0 1 1 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 70 70 70 70 70 70 Heavy Vehicles, %4 4 4 4 4 4 Mvmt Flow 46 10 70 33 11 207 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 302 73 0 0 104 0 Stage 1 71 ----- Stage 2 231 ----- Critical Hdwy 6.44 6.24 --4.14 - Critical Hdwy Stg 1 5.44 ----- Critical Hdwy Stg 2 5.44 ----- Follow-up Hdwy 3.536 3.336 --2.236 - Pot Cap-1 Maneuver 685 983 --1475 - Stage 1 947 ----- Stage 2 803 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 677 980 --1474 - Mov Cap-2 Maneuver 677 ----- Stage 1 946 ----- Stage 2 795 ----- Approach WB NB SB HCM Control Delay, s/v 10.3 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--677 980 1474 - HCM Lane V/C Ratio --0.068 0.01 0.008 - HCM Control Delay (s/veh)--10.7 8.7 7.5 0 HCM Lane LOS --B A A A HCM 95th %tile Q (veh)--0.2 0 0 - D - 33 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2025 FUTURE WITH CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)58 1353 0 4 781 20 15 4 22 71 0 91 Future Volume (vph)58 1353 0 4 781 20 15 4 22 71 0 91 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)110 0 65 0 0 25 0 90 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.99 0.99 0.99 0.98 0.99 Frt 0.996 0.850 0.850 Flt Protected 0.950 0.950 0.962 0.950 Satd. Flow (prot)1770 3539 0 1770 3522 0 0 1792 1583 0 1770 1583 Flt Permitted 0.950 0.950 0.824 0.745 Satd. Flow (perm)1759 3539 0 1769 3522 0 0 1535 1557 0 1381 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)3 82 93 Link Speed (mph)30 30 30 30 Link Distance (ft)400 1845 127 240 Travel Time (s)9.1 41.9 2.9 5.5 Confl. Peds. (#/hr)8 1 1 8 2 2 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 Shared Lane Traffic (%) Lane Group Flow (vph)59 1381 0 4 817 0 0 19 22 0 72 93 Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 8 8 4 4 Detector Phase 5 2 1 6 8 8 8 4 4 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s)19.0 98.0 12.0 91.0 30.0 30.0 30.0 30.0 30.0 30.0 Total Split (%)13.6% 70.0%8.6% 65.0%21.4% 21.4% 21.4% 21.4% 21.4% 21.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None C-Max None C-Max Max Max Max Max Max Max Act Effct Green (s)10.0 103.2 5.9 93.1 25.5 25.5 25.5 25.5 Actuated g/C Ratio 0.07 0.74 0.04 0.67 0.18 0.18 0.18 0.18 v/c Ratio 0.46 0.52 0.05 0.34 0.06 0.06 0.28 0.25 Control Delay (s/veh)73.5 9.2 61.0 8.0 48.3 0.3 53.0 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)73.5 9.2 61.0 8.0 48.3 0.3 53.0 10.9 LOS E A E A D A D B Approach Delay (s/veh)11.9 8.3 22.6 29.3 Approach LOS B A C C Queue Length 50th (ft)53 235 4 98 15 0 57 0 D - 34 Lanes, Volumes, Timings 3: Powell Ave SW & SW Grady Way 2025 FUTURE WITH CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft)99 388 m8 123 39 0 107 49 Internal Link Dist (ft)320 1765 47 160 Turn Bay Length (ft)110 65 25 90 Base Capacity (vph)183 2609 94 2343 279 350 251 364 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.53 0.04 0.35 0.07 0.06 0.29 0.26 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 49 (35%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay (s/veh): 12.0 Intersection LOS: B Intersection Capacity Utilization 67.8%ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Powell Ave SW & SW Grady Way D - 35 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2025 FUTURE WITH CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)191 1262 84 490 621 107 115 306 1043 154 209 116 Future Volume (vph)191 1262 84 490 621 107 115 306 1043 154 209 116 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)105 0 125 0 90 90 55 0 Storage Lanes 1 0 1 0 1 1 1 0 Taper Length (ft)25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.99 0.99 0.99 Frt 0.991 0.978 0.850 0.946 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1752 3473 0 1752 3408 0 1752 3505 1568 1752 3296 0 Flt Permitted 0.281 0.084 0.466 0.522 Satd. Flow (perm)515 3473 0 155 3408 0 858 3505 1568 963 3296 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)5 15 354 83 Link Speed (mph)30 30 30 30 Link Distance (ft)1845 461 1026 279 Travel Time (s)41.9 10.5 23.3 6.3 Confl. Peds. (#/hr)12 12 2 2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%)3%3%3%3%3%3%3%3%3%3%3%3% Shared Lane Traffic (%) Lane Group Flow (vph)199 1403 0 510 758 0 120 319 1086 160 339 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 1 6 3 8 8 7 4 Switch Phase Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s)9.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s)22.4 47.5 29.0 54.1 11.2 54.0 54.0 9.5 52.3 Total Split (%)16.0% 33.9%20.7% 38.6%8.0% 38.6% 38.6%6.8% 37.4% Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s)1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Max None C-Max None Max Max None Max Act Effct Green (s)57.1 43.0 72.0 53.4 56.2 49.5 49.5 52.8 47.8 Actuated g/C Ratio 0.41 0.31 0.51 0.38 0.40 0.35 0.35 0.38 0.34 v/c Ratio 0.59 1.31 1.42 0.57 0.31 0.25 1.38 0.40 0.28 Control Delay (s/veh)30.0 183.8 238.4 36.2 27.9 32.8 206.9 32.0 25.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)30.0 183.8 238.4 36.2 27.9 32.8 206.9 32.0 25.7 LOS C F F D C C F C C Approach Delay (s/veh)164.7 117.6 156.5 27.8 Approach LOS F F F C D - 36 Lanes, Volumes, Timings 4: Lind Ave SW & SW Grady Way 2025 FUTURE WITH CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft)92 ~847 ~577 281 67 108 ~1098 92 87 Queue Length 95th (ft)209 #985 #804 364 111 147 #1364 144 129 Internal Link Dist (ft)1765 381 946 199 Turn Bay Length (ft)105 125 90 90 55 Base Capacity (vph)382 1070 359 1309 387 1239 783 391 1180 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 1.31 1.42 0.58 0.31 0.26 1.39 0.41 0.29 Intersection Summary Area Type:Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 52 (37%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.42 Intersection Signal Delay (s/veh): 136.0 Intersection LOS: F Intersection Capacity Utilization 121.9%ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Lind Ave SW & SW Grady Way D - 37 HCM 6th TWSC 5: SW 10th St 2025 FUTURE WITH CONDITIONS Tesla Renton PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC [MJP 194612001] Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 30 24 50 76 4 Future Vol, veh/h 3 30 24 50 76 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop 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, %2 2 2 2 2 2 Mvmt Flow 3 33 26 54 83 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 80 0 -0 76 40 Stage 1 ----53 - Stage 2 ----23 - Critical Hdwy 4.14 ---6.84 6.94 Critical Hdwy Stg 1 ----5.84 - Critical Hdwy Stg 2 ----5.84 - Follow-up Hdwy 2.22 ---3.52 3.32 Pot Cap-1 Maneuver 1516 ---919 1022 Stage 1 ----963 - Stage 2 ----996 - Platoon blocked, %--- Mov Cap-1 Maneuver 1516 ---917 1022 Mov Cap-2 Maneuver ----917 - Stage 1 ----961 - Stage 2 ----996 - Approach EB WB SB HCM Control Delay, s/v 0.7 0 9.3 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1516 ---922 HCM Lane V/C Ratio 0.002 ---0.094 HCM Control Delay (s/veh)7.4 0 --9.3 HCM Lane LOS A A --A HCM 95th %tile Q (veh)0 ---0.3 D - 38