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Home My WebLink AboutRS_Traffic Study_210416_v1.pdf16932 Woodinville-Redmond Road NE, Suite A206, Woodinville, WA 98072 425-883-4134 | tsinw.com Sunset Gardens Traffic Impact Analysis PRE20-000244 Renton, WA April 2021 Prepared for: Anderson Construction, Renton Housing Authority, SMR Architects, and City of Renton Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions i April 2021 Table of Contents Executive Summary ........................................................................................................................................1 Introduction ..................................................................................................................................................2 Development Description ......................................................................................................................................2 Study Area ..............................................................................................................................................................2 Methods and Assumptions ....................................................................................................................................2 Trip Generation, Distribution and Assignment ................................................................................................5 Trip Generation ......................................................................................................................................................5 Trip Distribution and Peak Hour Travel Assignment ..............................................................................................5 Existing Conditions .........................................................................................................................................7 Primary Roadways ..................................................................................................................................................7 Traffic Volumes ......................................................................................................................................................7 Transit Conditions ..................................................................................................................................................7 Crash Analysis ........................................................................................................................................................7 2022 Future Traffic Conditions ........................................................................................................................9 Future Without-Development ...............................................................................................................................9 Future With-Development .................................................................................................................................. 10 Traffic Operations ........................................................................................................................................ 10 Site Access Operations ........................................................................................................................................ 13 Parking ........................................................................................................................................................ 13 Parking Required ................................................................................................................................................. 13 Mitigation .................................................................................................................................................... 14 Offsite Mitigation ................................................................................................................................................ 14 Frontage Improvements ..................................................................................................................................... 14 City of Renton Traffic Impact Fee ....................................................................................................................... 14 Conclusions ................................................................................................................................................. 14 Appendix ..................................................................................................................................................... 15 Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions ii April 2021 List of Tables Table 1: Intersection V/C, LOS, and Delay Categories ............................................................................................. 2 Table 2: Trip Generation .......................................................................................................................................... 5 Table 3: Collision History ......................................................................................................................................... 9 Table 4: AM Peak Hour Intersection LOS Analysis ................................................................................................ 10 Table 5: PM Peak Hour Intersection LOS Analysis ................................................................................................. 10 Table 6: Future With-Development Vehicle Queues............................................................................................. 13 Table 7: Parking Required and Proposed .............................................................................................................. 14 List of Figures Figure 1: Vicinity Map .............................................................................................................................................. 3 Figure 2: Conceptual Site Plan ................................................................................................................................. 4 Figure 3: AM and PM Peak Hour Trip Distribution and Travel Assignment ............................................................ 6 Figure 4: 2020 Existing AM and PM Peak Hour Volumes ........................................................................................ 8 Figure 5: 2022 Without-Development AM and PM Peak Hour Volumes .............................................................. 11 Figure 6: 2022 With-Development AM and PM Peak Hour Volumes ................................................................... 12 Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 1 April 2021 EXECUTIVE SUMMARY This Traffic Impact Analysis summarizes the traffic impacts associated with build-out of Sunset Gardens, a mixed- use development at 2900 NE 10th Street. The development program includes 76 affordable residential units and up to 11,000 sq. ft. of new office space for the Renton Housing Authority (RHA). Build-out and full occupancy is anticipated by 2022. Sunset Gardens is forecast to generate 181 new weekday daily trips, 31 new AM peak hour trips, and 19 new PM peak hour trips. With the development, study intersections are forecast to operate at LOS A or B in the AM and PM peak hours, and no offsite mitigation is necessary. Site access is proposed off Jefferson Ave West and the access is forecast to operate well, at LOS A, during the AM and PM peak hours. Vehicle queues with the development are not forecast to adversely impact site access or local circulation. There are 55 onsite parking spaces proposed. The year 2021 transportation impact fee for the development is estimated at $135,771.15. Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 2 April 2021 INTRODUCTION This Traffic Impact Analysis documents the traffic impacts associated with Sunset Gardens, a mixed-use development in the City of Renton. The purpose of this report is to identify potentially significant and adverse traffic impacts resulting from the proposal and, where appropriate, outline programmatic and/or physical improvements to minimize or eliminate those impacts. This report is organized to generally follow the traffic impact analysis outline from the City of Renton. Development Description The Renton Housing Authority (RHA), the Applicant, is proposing to develop a mixed-use site to the northeast of NE 10th Street and Jefferson Ave NE the City of Renton. The site is on land parcel 722790-0075 and is zoned Center Village. A vicinity map highlighting the site location is attached as Figure 1. The existing site includes 13,416 square feet of RHA office. The Applicant proposes to replace the existing office space with up to 76 affordable one-bedroom studio units and up to 11,000 square feet new office space for RHA. Site access is proposed off Jefferson Ave NE. Full build- out is anticipated by 2022. A site plan is attached as Figure 2. Study Area The study area was reviewed with City staff and includes the following intersections: (1) NE 10th Street and NE Sunset Blvd (SR 900); (2) NE 10th Street and Jefferson Ave West; (3) NE 10th Street and Jefferson Ave East; (4) NE 10th Street and Kirkland Ave NE; and (5) Site Access and Jefferson Ave West. Study intersections are evaluated for both AM and PM peak hour traffic operations. The peak hour is defined as the highest four consecutive 15-minute traffic volume intervals between 7 and 9 AM (AM peak hour) and between 4 and 6 PM (PM peak hour). Methods and Assumptions For this analysis, traffic operations are evaluated using Synchro, version 10, and HCM 6 methodology. Intersection level-of-service (LOS), volume-to-capacity (V/C), and control delays are summarized in Table 1. Table 1: Intersection V/C, LOS, and Delay Categories LOS by V/C Ratio Control Delay (seconds/vehicle) V/C ≤ 1.0 V/C > 1.0 Signalized Intersections Unsignalized Intersections A F ≤ 10 ≤ 10 B F > 10-20 > 10-15 C F > 20-35 > 15-25 D F > 35-55 > 25-35 E F > 55-80 > 35-50 F F > 80 > 50 The LOS standard in the Center Village zone and on NE Sunset Blvd is LOS E mitigated. Vehicle queues are evaluated using HCM6 methodology at key intersections around the site accesses. For this analysis, 95th-percentile queues are reported. The 95th-percentile queue is a statistic calculation based on 95th- percentile traffic volumes and represents the calculated vehicle queue that may occur during 3-minutes of the peak hour period. 95th-percentile queues are typically used for design. Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 3 April 2021 Figure 1: Vicinity Map Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 4 April 2021 Figure 2: Conceptual Site Plan Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 5 April 2021 TRIP GENERATION, DISTRIBUTION AND ASSIGNMENT This section describes the trip generation and PM peak hour trip distribution and travel assignment forecasts for Sunset Gardens. A trip generation and scoping memorandum was submitted to the City of Renton on December 17, 2020. The following is consistent with that memorandum. Trip Generation The ITE Trip Generation Manual, 10th Edition was used to forecast the weekday daily and peak hour trip generation for Sunset Gardens. The ITE manual includes limited data for affordable housing uses. Review of the findings from the Affordable Housing Trip Generation Strategies and Rates, from Caltrans and published September 13, 2018, shows similar trip rate findings to those reported by the ITE. Table 2 summarizes the trip generation forecast. Table 2: Trip Generation Land Use (ITE LU) Size Trip Rate Distribution Trips Generated 3 %-In %-Out In Out Total Proposed Multifamily (223) 76 bedrooms 2.70 / bedroom 1 50% 50% 103 102 205 Proposed Office (710) 11,000 SF 0.00974 / SF 50% 50% 54 53 107 Existing Office (710) (13,416 SF) 0.00974 / SF 50% 50% (66) (66) (131) Weekday Daily Trips 91 90 181 Proposed Multifamily (223) 76 bedrooms 0.45 / bedroom 70% 30% 24 10 34 Proposed Office (710) 11,000 SF 0.00116 / SF 86% 14% 11 2 13 Existing Office (710) (13,416 SF) 0.00116 / SF 86% 14% (14) (2) (16) AM Peak Hour Trips 21 10 31 Proposed Multifamily (223) 76 bedrooms 0.27 / bedroom 30% 2 70% 6 15 21 Proposed Office (710) 11,000 SF 0.00115 / SF 16% 84% 2 11 13 Existing Office (710) (13,416 SF) 0.00115 / SF 16% 84% (2) (13) (15) PM Peak Hour Trips 6 13 19 1. No ITE data available, assumed as ten times the PM peak hour rate. 2. No ITE data available, assumed equivalent to the AM outbound distribution percentage. 3. Output includes rounding. Sunset Gardens is forecast to generate 181 new weekday daily trips, 31 new AM peak hour trips, and 19 new PM peak hour trips. Trip Distribution and Peak Hour Travel Assignment City standards generally require intersections impacted by more than 20 new peak hour trips to be evaluated for traffic operations. Trips were assigned to the local road network based on review of the road classifications, work centers and amenities. Figure 3 illustrates the AM and PM peak hour trip distribution and travel assignment for the proposed development. Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 6 April 2021 Figure 3: AM and PM Peak Hour Trip Distribution and Travel Assignment Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 7 April 2021 EXISTING CONDITIONS Primary Roadways • NE Sunset Blvd (SR 900) is classified as a Principal Arterial. Near the site, the posted speed is 35-mph, and the roadway has a five-lane cross-section. The road is lined with curb, gutter, and sidewalk. • Kirkland Ave NE is classified as a Minor Arterial. Near the site, the posted speed is 25-mph, and the roadway has a two-lane cross-section. The road is lined with curb, gutter, and sidewalk and includes sections of on-street parking. • 10th Street NE is classified as a Collector Arterial. Near the site, the posted speed is 25-mph, and the roadway has a two-lane cross-section. The road includes sections of curb, gutter, and sidewalk and on- street parking. • Jefferson Ave NE is a two-lane public road with curb, gutter, and sidewalk. Jefferson Ave West extends between a commercial center and NE 10th Street and includes on-street parking fronting the RHA site. Jefferson Ave East extends from NE 10th Street to a private driveway about 180 feet north of NE 10th Street. Jefferson Ave East includes parking fronting the RHA site. Traffic Volumes AM and PM peak hour vehicle volumes were collected at the study intersections on December 15, 2020. Due to COVID-19 impacts, an “existing” condition was developed by comparing the 2020 volumes to a PM peak hour in intersection turning movement count was compiled at NE 10th Street and NE Sunset Blvd in 2018. Intersection turning movement volumes are included in the Appendix. Figure 4 illustrates the existing AM and PM peak hour traffic volumes at the study intersections. For this study, all non-development volumes are rounded to the nearest multiple of 5 to account for the normal day-to-day fluctuations in traffic volumes. Transit Conditions King County Metro Route 111 provides weekday morning service from the Renton Highlands to downtown Seattle and weekday afternoon service from downtown Seattle to the Renton Highlands. Headways are about 30 minutes. The nearest transit stop is at NE 10th Street and Jefferson Ave West. This route also provides service on NE Sunset Blvd. King County Metro Route 240 provides weekday and weekend service between the Bellevue and Renton Transit Centers. Headways are about 30 minutes. Route 240 provides services on NE Sunset Blvd with stops in the vicinity or NE 10th Street. Crash Analysis Crash data was compiled from the WSDOT between 2015 and 2019 within the study area. Table 3 summarizes the crash history. During this five-year period 37 total collisions were reported, with no fatalities and 62% of the collisions resulting in property damage only. The majority of crashes occurred at NE 10th Street and NE Sunset Blvd, with 3.6 collisions per year. Review of the trends showed annual collisions declining, with 14 total collisions occurring in 2015, and 6 total occurring in 2019. Typically, intersection crash rates of 1.00 or higher and roadway segment crash rates of 10.00 or higher are considered high crash locations. The collision history shows no high crash locations in the study area. Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 8 April 2021 Figure 4: 2020 Existing AM and PM Peak Hour Volumes Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 9 April 2021 Table 3: Collision History Annual Crash Collision Type, by Percentage Average Rate 1 Left Turn Rear End At Angle Object Sideswipe Ped/Bike Intersection per MEV 10th St / Sunset Blvd 3.6 0.33 11% 56% 11% 0% 6% 17% 10th St / Jefferson West 1.2 0.41 33% 0% 67% 0% 0% 0% 10th St / Jefferson East 0.2 0.08 0% 0% 100% 0% 0% 0% 10th St / Kirkland Ave 0.4 0.14 0% 0% 100% 0% 0% 0% Road Segments per MVM 10th St from Sunset Blvd to Jefferson West 1.4 5.26 29% 0% 57% 14% 0% 0% 10th St from Jefferson West to Jefferson East 0.0 0.00 0% 0% 0% 0% 0% 0% 10th St from Jefferson East to Kirkland Ave 0.6 3.43 0% 0% 0% 100% 0% 0% Jefferson West from 10th St to North End 0.0 0.00 0% 0% 0% 0% 0% 0% Jefferson East from 10th St to private driveway 0.0 0.00 0% 0% 0% 0% 0% 0% 1. Crash rate per Million Entering Vehicles (MEV) at intersections and per Million Vehicles Miles Traveled (MVM) on road segments. Angle crashes were the most common crash type, with 13 total, followed by rear end crashes, with 10 total. Angle crashes are typical from vehicles entering the road from a driveway. The development’s site accesses will be off of 10th Street, reducing vehicle conflicts. 2022 FUTURE TRAFFIC CONDITIONS This section describes the future traffic conditions without and with Sunset Gardens between now and 2022. Future Without-Development Future without-development conditions serve as the future baseline conditions used to evaluate development- specific impacts. Transportation Facility Improvements The City of Renton’s 2021-2026 Six Year Transportation Improvement Program (TIP) includes the following planned improvement in the study area: • TIP 20: NE Sunset Boulevard (SR 900) Corridor Improvements from Sunset Blvd NE to Monroe Ave NE. This project addresses pedestrian, transit and bicycle needs through key improvements such as channelization, traffic signal modifications, signal treatments, possible queue jumps, access management through installation of medians. Construction will be implemented in phases. This project is not fully funded and not expected to be complete prior to 2026. The NE Sunset Blvd improvement is not fully funded or anticipated to be complete by year 2022; and thus, is not incorporated into this analysis. Non-Development Growth Forecast Background traffic growth between now and 2022 includes both regional and local increases in traffic volumes through the study area. Local growth includes pipeline development. Local pipeline developments include: Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 10 April 2021 • Solera Master Plan. Master Plan between NE Sunset Blvd, Kirkland Ave NE, NE 10th Street and Harrington Place NE. • Sunset Terrace. 108 apartments over retail at NE Sunset Blvd and Harrington Ave NE. • Sunset Oaks. 10 multifamily apartments at NE 10th Street and Harrington Ave NE. A 3% annual growth rate was applied to the existing traffic volumes to forecast future traffic growth generated by both regional and local growth. In addition to the growth rate, pipeline trips were added at the intersection of NE Sunset Blvd and NE 10th Street to account for these projects. Based on historic count data by WSDOT along Sunset Boulevard, cumulative traffic growth has been below 1% since 2012. The proposed 3% growth rate is anticipated to more than account for localized traffic growth from outside the study area. Figure 5 illustrates the AM and PM peak hour without-development traffic volumes. Future With-Development Year 2022 with-development traffic volumes are forecast by adding the development-generated trips (Figure 3) to the without-development traffic volumes (Figure 5). Figure 6 illustrates the future AM and PM peak hour traffic volumes with the development. TRAFFIC OPERATIONS Tables 4 and 5 summarize the AM and PM peak hour study intersection LOS for the year 2020 existing, year 2023 without-development, and year 2023 with-development traffic conditions. Table 4: AM Peak Hour Intersection LOS Analysis Intersection Control Existing Without-Development With-Development LOS Delay 1 V/C 2 LOS Delay 1 V/C 2 LOS Delay 1 V/C 2 10th St / Sunset Blvd Signal B 10.6 0.61 B 12.0 0.63 B 12.2 0.63 10th St / Jefferson West Stop A 9.9 0.02 B 10.0 0.02 B 10.3 0.04 10th St / Jefferson East Stop A 9.2 0.01 A 9.3 0.01 A 9.3 0.01 10th St / Kirkland Ave All Stop A 8.3 0.23 A 8.4 0.24 A 8.4 0.24 Site Access / Jefferson West Stop - - - - - - A 8.9 0.02 1. Seconds of Average Delay per Vehicle. 2. Maximum V/C ratio. Table 5: PM Peak Hour Intersection LOS Analysis Intersection Control Existing Without-Development With-Development LOS Delay 1 V/C 2 LOS Delay 1 V/C 2 LOS Delay 1 V/C 2 10th St / Sunset Blvd Signal B 11.7 0.66 B 12.8 0.68 B 14.0 0.76 10th St / Jefferson West Stop B 12.7 0.21 B 13.3 0.23 B 13.7 0.28 10th St / Jefferson East Stop B 12.0 0.03 B 12.6 0.03 B 12.4 0.03 10th St / Kirkland Ave All Stop A 9.3 0.35 A 9.5 0.37 A 9.6 0.38 Site Access / Jefferson West Stop - - - - - - A 9.8 0.04 1. Seconds of Average Delay per Vehicle. 2. Maximum V/C ratio. The study intersections are forecast to operate at LOS B or better in year 2022 with the proposed development and meet the City’s LOS standards. All vehicle movements are also computed with V/C ratios less than 0.80, which is also acceptable. No offsite mitigation is required. Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 11 April 2021 Figure 5: 2022 Without-Development AM and PM Peak Hour Volumes Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 12 April 2021 Figure 6: 2022 With-Development AM and PM Peak Hour Volumes Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 13 April 2021 Site Access Operations Table 6 summarizes the vehicle queues computed at the site accesses and at key intersection movements using the HCM 6 output. The table shows that movement V/C ratio are within an acceptable ranges and development- generated queues are not forecast to adversely impact the study intersections. Table 6: Future With-Development Vehicle Queues Intersection App. or AM Peak Hour PM Peak Hour Mvmt.1 V/C 95-Q 2 V/C 95-Q 2 10th St / Sunset Blvd SB Lt 0.11 0.3 0.58 1.3 WB 0.47 2.9 0.52 3.8 10th St / Jefferson West SB 0.04 0.1 0.28 1.1 EB 0.02 0.1 0.03 0.1 WB 0.00 0.0 0.00 0.0 10th St / Jefferson East SB 0.01 0.0 0.03 0.1 EB 0.00 0.0 0.00 0.0 WB 0.00 0.0 0.00 0.0 10th St / Kirkland Ave EB 0.13 0.5 0.38 1.8 WB 0.24 1.0 0.28 1.1 NB 0.11 0.4 0.10 0.3 SB 0.05 0.2 0.10 0.3 Site Access / Jefferson West WB 0.02 0.1 0.04 0.1 NB 0.00 0.0 0.00 0.0 SB 0.00 0.0 0.00 0.0 1. Approach or Movement 2. 95th-percentile queue, expressed as vehicles per lane Vehicle queues at the site access are computed to be less than 1 vehicle. The site access is forecast to operate well at LOS A. With the development, vehicle queues are not forecast to be significant. Vehicle queues at the site access are computed to be less than 1 vehicle. Westbound vehicle queues on 10th Street approaching Sunset Blvd are forecast to extend to less than 4 vehicles, and do not block Jefferson Ave West. Vehicle queues both Jefferson Aves are not forecast to block access to adjacent intersections. The movement V/C ratios are acceptable and suggest no capacity impacts are generated with the development; and thus, not mitigation is required. The collision analysis finds no significant trends on NE 10th Street. Sight distance will be provided at the site driveways and at NE 10th Street and Jefferson Aves intersections. Refer to the civil engineering plans. PARKING Parking Required Table 7 summarizes the number of parking spaces required, per Renton Municipal Code 4-4-080-10-d, and the number of onsite parking spaces proposed. The Renton Municipal Code requires the site to provide 52 parking spaces. The proposal includes 55 onsite parking spaces and satisfies the parking requirements. Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions 14 April 2021 Table 7: Parking Required and Proposed Component Size Parking Rate Required Proposed Okay? Affordable Housing 76 units 1 space / 4 units 19 spaces 22 spaces Yes RHA Office 11,000 SF 3 spaces / 1000 SF 33 spaces 33 spaces Yes Total 52 spaces 55 spaces Yes MITIGATION This section describes the Applicant’s traffic mitigation responsibilities. Offsite Mitigation No traffic mitigation is warranted for the development. Frontage Improvements The Applicant will be responsible for frontage improvements along NE 10th Street and Jefferson Aves. These improvements include new sidewalks, curb, gutter, and street lighting. City of Renton Traffic Impact Fee Year 2021 transportation impact fees for the development are estimated at $135,771.15 (=$7,145.85 X 19 new PM peak hour vehicle trips). The City will compute the final fee which is due at time of building permit issuance. CONCLUSIONS Sunset Gardens is a proposed with 76 affordable housing one-bedroom studio units and up to 11,000 sq. ft. of office space for the RHA. The development will replace the existing RHA building and consolidate existing site accesses to Jefferson Ave West. The development is forecast to generate: • 181 new weekday daily trips, split 50/50 in and out. • 31 new AM peak hour trips, split 21 in and 10 out. • 19 new PM peak hour trips, split 6 in and 13 out. With the development, study intersections are forecast to operate at LOS B or better in both the AM and PM peak hours. The study intersections satisfy the agency LOS thresholds, and no offsite mitigation is required. The site access is forecast to operate well at LOS A. Vehicle queues are not significantly anticipated to impact access to and from the site and traffic circulation in the area. There were also no collision trends to suggest a safety concern near the site. The development includes 55 onsite parking spaces: 22 spaces for the affordable housing and 33 spaces for the RHA office components of the development. Parking for affordable housing satisfies Renton’s parking requirement. Parking for the RHA office also satisfies the City’s parking requirements. The Applicant will be required to provide frontage improvements per the City of Renton requirements. The site access and Jefferson Aves intersections will be designed to satisfy sight distance standards. Traffic impacts fees are estimated at $135,771.15 (2021 dollars). Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions, Inc. March 2021 APPENDIX Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions, Inc. March 2021 Scoping Memorandum Trip Generatoin and Project Scoping December 17, 2020 To: Jonathan Chavez, Civil Engineer III, City of Renton From: Sam Garcia, EIT, Transportation Solutions, Inc. Subject: Sunset Gardens PRE20-000244 This trip generation memorandum is for the proposed development of Sunset Gardens, at 2900 NE 10th Street. The following presents the preliminary trip generation, trip distribution, and AM and PM peak hour travel assignments forecasts and proposed study area. Project Description The Renton Housing Authority (RHA), the Applicant, is proposing to develop a mixed-use site to the northeast of NE 10th Street and Jefferson Ave NE the City of Renton. The site is on land parcel 722790-0075 and is zoned Center Village. A vicinity map highlighting the site location is attached as Figure 1. The existing site includes 13,416 square feet of RHA office. The Applicant proposes to redevelop the existing site with up to 76 affordable housing units with a mix of studios and bedrooms, and up to 10,000 sq. ft. new office space for RHA. Two site accesses are proposed: one off Jefferson Ave NE (Jefferson West) for the residential component and another off a private road (referred to as Jefferson East) to the office component. Full build-out is anticipated by 2022. A site plan is attached as Figure 2. Trip Generation The ITE Trip Generation Manual, 10th Edition, was used to forecast the weekday daily and peak hour trip generation for Sunset Gardens. The ITE manual includes limited data for affordable housing uses. Review of the findings from the Affordable Housing Trip Generation Strategies and Rates, from Caltrans and published September 13, 2018, shows similar trip rate findings to those reported by the ITE. Table 1 summarizes the trip generation forecast. Sunset Gardens is forecast to generate: • 171 new weekday daily trips, split 86 trips in and 85 out • 30 new AM peak hour trips, spilt 20 in and 10 out • 18 new PM peak hour trips, spilt 6 in and 12 out Johnathon Chavez, City of Renton Sunset Gardens December 10, 2020 Page 2 of 2 Table 1: Sunset Gardens Trip Generation Land Use (ITE LU) Size Trip Rate %-In %-Out In3 Out3 Total3 Multifamily (223) 76 bedrooms 2.70 / bedroom1 50% 50% 103 102 205 Proposed Office (710) 10,000 sq. ft. 0.00974 / sq. ft. 50% 50% 49 48 97 Existing Office (710) (13,416) sq. ft. 0.00974 / sq. ft. 50% 50% (66) (65) (131) Weekday Daily Trips 86 85 171 Multifamily (223) 76 bedrooms 0.45 / bedroom 70% 30% 24 10 34 Proposed Office (710) 10,000 sq. ft. 0.00116 / sq. ft. 86% 14% 10 2 12 Existing Office (710) (13,416) sq. ft. 0.00116 / sq. ft. 86% 14% (14) (2) (16) AM Peak Hour Trips 20 10 30 Multifamily (223) 76 bedrooms 0.27 / bedroom 30%2 70% 6 15 21 Proposed Office (710) 10,000 sq. ft. 0.00115 / sq. ft. 16% 84% 2 10 12 Existing Office (710) (13,416) sq. ft. 0.00115 / sq. ft. 16% 84% (2) (13) (15) PM Peak Hour Trips 6 12 18 1. No ITE data available, assumed as ten times the PM peak hour rate 2. No ITE data available, assumed equivalent to the AM outbound distribution percentage 3. Output includes rounding Peak Hour Trip Assignment Trips were assigned to the local road network review of the road classifications, work centers and amenities. Figure 3 illustrates the AM and PM peak hour trip distribution and travel assignment for the residential component of the proposal. Figure 4 illustrates the AM and PM peak hour trip distribution and travel assignment for the office component of the proposal. Figure 5 illustrates the AM and PM peak hour net new travel assignment for the proposal. Table 2 summarizes peak hour trip assignments to the local intersections. Table 2: Sunset Gardens Trip Generation Intersection AM Peak Hour Sunset Gardens Trips PM Peak Hour Sunset Gardens Trips Approach Volume > NB SB EB WB Total NB SB EB WB Total Sunset Blvd. / 10th St 11 1 0 7 18 3 0 0 8 11 Jefferson West / 10th St 0 10 12 10 32 0 15 3 0 18 Jefferson East / 10th St 0 1 10 8 19 0 5 7 3 15 Kirkland Ave / 10th St 4 2 4 2 12 1 1 4 1 7 Jefferson W / Res. Drwy. 24 0 10 0 34 6 0 0 15 21 Jefferson E / Office Drwy. 10 0 2 0 12 2 0 10 0 12 I trust that the information presented above will assist you in verifying the scope of the traffic analysis for the proposed development. I look forward to your feedback. If you have any questions or comments, please contact me at your earliest convenience Trip Generatoin and Project Scoping Attachments Attachments Figure 1: VICINITY MAPKIRKLAND AVE NENE SUNSET BLVD (SR 900)N E 1 0 T H S T PROJECT SITE 1(1) 0(0) 6(8) 1 (0)0(0)0(3)130(0)0(0)1(0)Figure 3: RESIDENTIAL TRIP DISTRIBUTION AND ASSIGNMENTKIRKLAND AVE NENE SUNSET BLVD (SR 900)N E 1 0 T H S T JEFFERSON AVE WPROJECT SITE JEFFERSON AVE E2 4 5 10(2) 0(0) 0(0) 2 (4)14 (0)0 (0)0 6(9)0(0)4(6)4 0(0) 0(0) 10(15) 5 (0)0(0)0(6)246 6 11 2 3 6 4 65 55%5%10%20%10% 6 0 % 40% AM (PM) TRIPS 0(0) 10(2) 0(0) 3 (0)0 (6)4 (0)0 0(0) 2(1) 0(0) (2)1 (2)1 (3)2 (1)5(0)0(0)02(1)0(0)0(0)RESIDENTIAL ACCESS OFFICE ACCESS TRIPS IN OUT TOTAL AM TRIPS 24 10 34 PM TRIPS 6 15 21 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 0(0)0(0)0(0)0(0) 0(0) 0(0) (0)0 (0)0 (0)0 (0)0(0)0(0)00(0)0(0)0(0)(0)0(0)0(0)00(0)0(0)0(0)(0)0(0)0(0)0 1 (0)0(0)0(0)-2Figure 4: OFFICE TRIP DISTRIBUTION AND ASSIGNMENTKIRKLAND AVE NENE SUNSET BLVD (SR 900)N E 1 0 T H S T JEFFERSON AVE WPROJECT SITE JEFFERSON AVE E2 4 5 2 (-1)-8 (1)6 (0)0 4 (0)0 (0)0 (10)25 (2)10(0)0(0)06 6 11 2 3 6 4 65 55%5%10%20%10% 6 0 % 40% AM (PM) TRIPS 4(1) -6(-1) 0(0) 3 (1)6 (0)0 (0)0 (-1)0(0)0(6)1RESIDENTIAL ACCESS OFFICE ACCESS TRIPS IN OUT TOTAL AM EXISTING -14 -2 -16 AM PROPOSED 10 2 12 AM NEW -4 0 -4 TRIPS IN OUT TOTAL PM EXISTING -2 -13 -15 PM PROPOSED 2 10 12 PM NEW 0 -3 -3 0(0) 0(0) 0(0) (0)0 (0)0 (-1)0 (0)-1(0)0(0)00(0)0(0)0(0)0(0) 0(0) 0(0) (0)0 (0)0 (0)0 (0)0(0)0(0)00(0)0(0)0(0)0(0) 0(0) 0(-2) (0)0 (0)0 (0)0 0(0)0(0)0(0)0(0) 0(-2) 0(0)0(0)0(0)0(0)0(0) 0(0) 0(0)0(0)0(0)0(0)(0)0(0)0(0)0(0)0(0)0(0)0 1(1) 0(0) 6(7) 1 (0)0(0)0(3)110(0)0(0)1(0)Figure 5: TRIP DISTRIBUTION AND ASSIGNMENTKIRKLAND AVE NENE SUNSET BLVD (SR 900)N E 1 0 T H S T JEFFERSON AVE WPROJECT SITE JEFFERSON AVE E2 4 5 10(2) 0(-2) 0(0) 2(2)6 (1)6 (0)0 6(9)0(0)4(6)4 0(0) 0(0) 10(15) 5 (0)0(0)0(6)24(0)0 (0)0 (10)2 6 (2)10(0)0(0)06 11 2 3 6 4 65 55%5%10%20%10% 6 0 % 40% AM (PM) TRIPS 4(1) 4(2) 0(0) 3(1)6 (6)4 (0)0 1(6)0(0)0(-1)0(0) 2(1) 0(0) (1)1 (1)1 (2)2 (1)4(0)0(0)02(1)0(0)0(0)RESIDENTIAL ACCESS OFFICE ACCESS (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 0(0) 0(0) 0(0)0(0)0(0)0(0)0(0)0(0)0(0)0(0)0(0)0(0)0(0)0(0)0(0) STATE OF CALIFORNIA • DEPARTMENT OF TRANSPORTATION ADA Notice TECHNICAL REPORT DOCUMENTATION PAGE For individuals with sensory disabilities, this document is available in alternate formats. For information call (916) 654-6410 or TDD (916) 654-3880 or write TR0003 (REV 10/98) Records and Forms Management, 1120 N Street, MS-89, Sacramento, CA 95814. 1. REPORT NUMBER 2. GOVERNMENT ASSOCIATION NUMBER 3. RECIPIENT'S CATALOG NUMBER CA18-2465 NA NA 4. TITLE AND SUBTITLE 5. REPORT DATE September 13, 2018 Affordable Housing Trip Generation Strategies and Rates 6. PERFORMING ORGANIZATION CODE NA 7. AUTHOR 8. PERFORMING ORGANIZATION REPORT NO. Dr. Kelly J. Clifton (PI); Dr. Kristina M. Currans; Dr. Robert Schneider; Dr. Susan Handy NA 9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. W ORK UNIT NUMBER Maseeh College of Engineering & Computer Science Portland State University NA 1930 SW 5th Ave #500 11. CONTRACT OR GRANT NUMBER Portland, OR 97201 65A0564, Task Order 2465 12. SPONSORING AGENCY AND ADDRESS 13. TYPE OF REPORT AND PERIOD COVERED California Department of Transportation Final Report, 06/15/2015-09/14/2018 1120 N Street 14. SPONSORING AGENCY CODE Sacramento, CA 95814 NA 15. SUPPLEMENTARY NOTES 16. ABSTRACT Assessment and mitigation of transportation impacts based on travel demand is required by state, federal, and local laws in California. Determining trip generation is typically the first step in preparing these transportation impact analyses, and current industry standard practice relies on trip rates published by the Institute of Transportation Engineers (ITE). However, ITE protocols emphasize vehicle trip rates without sensitivity to urban context or socioeconomic characteristics, which can exaggerate the impact of certain land uses like affordable housing developments, ultimately increasing mitigation fees. Updating trip generation methodologies is critical given the increasing demand for affordable housing, especially in urban contexts. This study builds on previous trip generation research in California and elsewhere, and examines trip generation rates for affordable housing locations in Los Angeles and San Francisco Bay Area regions using a multi-method research design. Data were collected, assembled, and analyzed to provide a robust picture of trip making, vehicle ownership, and mode use as a function of development characteristics, household demographics, and urban setting. Results show a strong association between these factors and trip generation, and reiterate the need to revise current industry standard practices. A discussion of policy implications, as well as suggested next steps in research and development, are provided with this in mind. 17. KEY W ORDS trip generation, transportation impact analysis, automobile trips, person trips, affordable subsidized housing, parking supply, household travel survey, travel behavior, transportation policy, Institute of Transportation Engineers, transportation impact studies 18. DISTRIBUTION STATEMENT No restrictions 19. SECURITY CLASSIFICATION (of this report) Unclassified 20. NUMBER OF PAGES 170 21. COST OF REPORT CHARGED Reproduction of completed page authorized. to the motorized vehicle rate, the person trip rate for the affordable housing sites is significantly higher than those for the smart growth and TDM sites. The AM Peak person trip rate was as much as 175% higher than the other studies, and 119% higher for the PM Peak. The pattern for affordable housing was similar to those for motorized trips -the AM Peak had a higher person trip rate than the PM. However, for sites with smart growth or TDM characteristics and policies, the person trip rates for the PM peak were slightly higher. These large differences may be due to more families with children or larger numbers of people per unit living in the affordable units, just more people per trip. Many of the affordable sites had 3-bedroom units, for example. Without comparable data on numbers of bedrooms for the smart growth sites, we cannot examine the potential causes for this difference further. Table 5 Comparison of motorized vehicle trip rates to other studies AM Peak Hour PM Peak Hour Average Standard Deviation Min Max N Average Standard Deviation Min Max N Caltrans Affordable Housing Trip 0.53 0.24 0.10 1.35 26 0.40 0.18 0.11 0.78 26 Generation Study**, a Los Angeles Affordable Housing Trip 0.52 0.22 0.24 1.10 14 0.38 0.19 0.14 0.87 14 Generation Study*,b Smart Growth Trip Generation 0.24 0.20 0.00 0.99 25 0.25 0.18 0.03 0.86 25 Study Phase I**,c Smart Growth Trip Generation Study Phase 0.33 0.10 0.21 0.57 16 0.32 0.06 0.22 0.44 16 II**,d San Francisco TDM Framework for Growth 0.25 0.16 0.11 0.69 16 0.24 0.19 0.10 0.81 16 Study**,e ITE -220 Apartment *,f 0.51 0.17 0.10 1.02 78 0.62 0.23 0.10 1.64 90 Notes: *Trip rates by dwelling units; **Trip rates by occupied dwelling units 22 44 Trip Generation Manual, 10th Edition Supplement Land Use: 223 Affordable Housing Description Affordable housing includes all multifamily housing that is rented at below market rate to households that include at least one employed member. Eligibility to live in affordable housing can be a function of limited household income and resident age. Multifamily housing (low-rise) (Land Use 220), multifamily housing (mid-rise) (Land Use 221), and multifamily housing (high-rise) (Land Use 222) are related land uses. Additional Data For the majority of study sites in this land use code, 100 percent of the dwelling units are considered affordable. For residential study sites that provide a mix of market value and affordable units, the study sites with at least 75 percent of the dwelling units designated as affordable are also included in this land use database. Separate data plots and statistics are presented for two subsets of the affordable housing database: (1) sites with income limitations for its tenants and (2) sites with both minimum age thresholds and income limitations for its tenants (i.e., senior housing). The sites were surveyed in the 2010s in California and New Jersey. It is expected that the number of bedrooms and number of residents are likely correlated to the trips generated by a residential site. Trip generation studies of all multifamily housing should attempt to obtain information on occupancy rate and on the mix of residential unit sizes (i.e., number of units by number of bedrooms at the site complex). Future studies should also indicate the number of levels contained in the residential building. Source Numbers 1003, 1004 11/19/2020 https://itetripgen.org/PrintGraph.htm?code=223&ivlabel=UNITS223&timeperiod=TASIDE&x=&edition=544&locationCode=General Urba… https://itetripgen.org/PrintGraph.htm?code=223&ivlabel=UNITS223&timeperiod=TASIDE&x=&edition=544&locationCode=General Urban/Suburban&c…1/1 Affordable Housing - Income Limits (223) Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 2 Avg. Num. of Dwelling Units: 97 Directional Distribution: 70% entering, 30% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 1.02 0.52 - 1.32 * Data Plot and Equation Caution – Small Sample Size T = Trip EndsX = Number of Dwelling Units Study Site Average Rate Fitted Curve Equation: Not Given R²= **** Trip Gen Manual,10th Ed + Supplement Institute of Transportation Engineers 0 50 100 150 2000 50 100 150 200 11/19/2020 https://itetripgen.org/PrintGraph.htm?code=223&ivlabel=UNITS223&timeperiod=TPSIDE&x=&edition=544&locationCode=General Urba… https://itetripgen.org/PrintGraph.htm?code=223&ivlabel=UNITS223&timeperiod=TPSIDE&x=&edition=544&locationCode=General Urban/Suburban&c…1/1 Affordable Housing - Income Limits (223) Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 2 Avg. Num. of Dwelling Units: 97 Directional Distribution: Not Available Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.62 0.42 - 0.74 * Data Plot and Equation Caution – Small Sample Size T = Trip EndsX = Number of Dwelling Units Study Site Average Rate Fitted Curve Equation: Not Given R²= **** Trip Gen Manual,10th Ed + Supplement Institute of Transportation Engineers 0 50 100 150 2000 20 40 60 80 Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions, Inc. March 2021 Intersection Turning Movement Counts www.idaxdata.com 56 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 3 3 2 4 3 4 4 25 121000317 12 3 Peak Hour 0 6 26 23 55 0 0 0 0 0 0 3 7Count Total 0 12 51 47 110 0 3 1 00000008:45 AM 0 1 4 8 13 0 0 0 2 0 2 0 8:30 AM 0 1 11 6 18 0 0 0 0 0 0 1 0 2 3 0 8:15 AM 0 2 9 7 18 0 0 0 0 0 0 1 0 0 1 0 8:00 AM 0 1 5 9 15 0 0 0 0 0 0 1 1 1 1 0 7:30 AM 0 2 8 3 13 0 0 0 0 0 0 0 0 3651300 5 11 0 EB WB NB SB Total East 7:45 AM 0 1 4 4 9 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1 0 7:15 AM 0 2 0 0 0 0 0 1 West North South 7:00 AM 0 2 4 0 0 6 60 0 6 1,067 89 0 4 1,652 02501500288891101283300 Count Total 0 0 7 22 0 237 9 41 1,624 6 3,168 0 364 1,562141120417000222704 4 185 2 415 1,611 8:45 AM 0 0 1 1 9 0 0 173 7 0 396 1,652 8:30 AM 0 0 0 7 0 27 1 133 11 0 7 195 20350801 8 198 0 387 1,627 8:15 AM 0 0 1 3 4 0 1 122 13 0 413 1,606 8:00 AM 0 0 1 4 0 35 1 133 16 0 9 219 00231800 4 277 2 456 0 7:45 AM 0 0 2 2 10 0 0 113 10 0 371 0 7:30 AM 0 0 2 2 0 35 1 115 10 0 2 201 0 0 7:15 AM 0 0 0 1 6 0 0 137 10 07:00 AM 0 0 0 2 0 28 1 Interval Start NE 10th St NE 10th St NE Sunset Blvd (SR-900)NE Sunset Blvd (SR-900)15-min TotalUTLTTHRT 0 32 2 8 0 0 3 179 0 366 0.85 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Thu, Feb 08, 2018 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.5%0.81 TOTAL 3.3%0.91 TH RT WB 3.7%0.88 NB 4.7%0.93 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 0.0% 0 0007 11 3N NE Sunset Blvd (SR-900) NE 10th St NE 10th St NE Sunset Blvd (SR-900)NE 10th StNE Sunset Blvd (SR-900)1,652TEV: 0.91PHF:488928921531030 3 128 161 840 5050125531,028011 6 0 17 9 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com www.idaxdata.com 56 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 19 19 10 15 11 20 12 114 581800091021 33 36 Peak Hour 0 0 10 8 18 0 0 0 0 0 0 26 19Count Total 0 2 20 37 59 0 0 1 90000025:45 PM 0 0 2 3 5 0 0 1 8 8 3 2 5:30 PM 0 0 2 1 3 0 0 0 0 0 0 2 2 5 7 4 5:15 PM 0 0 2 3 5 0 0 0 0 0 0 4 0 2 2 5 5:00 PM 0 0 4 1 5 0 0 0 0 0 0 1 3 5 6 5 4:30 PM 0 0 3 8 11 0 0 0 0 0 0 9 1 436900 9 12 0 EB WB NB SB Total East 4:45 PM 0 1 2 6 9 0 0 5 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1 2 4:15 PM 0 0 0 0 0 0 2 3 West North South 4:00 PM 0 1 2 0 7 28 86 0 36 1,985 261 0 14 2,319 0191,024 139 0 62 82818011618460 Count Total 0 33 57 31 0 235 36 138 1,672 30 4,600 0 610 2,31927941012206402861305 11 223 2 566 2,313 5:45 PM 0 3 9 4 11 0 8 238 25 0 618 2,305 5:30 PM 0 0 6 6 0 33 3 298 37 0 20 207 501931402 19 192 3 525 2,299 5:15 PM 0 2 5 6 8 0 4 209 36 0 604 2,281 5:00 PM 0 2 8 2 0 36 6 263 40 0 23 213 30257603 19 213 5 558 0 4:45 PM 0 12 5 4 10 0 7 225 19 0 612 0 4:30 PM 0 6 4 2 0 41 7 258 40 0 14 222 4 0 4:15 PM 0 5 12 5 8 0 3 215 23 04:00 PM 0 3 8 2 0 24 1 Interval Start NE 10th St NE 10th St NE Sunset Blvd (SR-900)NE Sunset Blvd (SR-900)15-min TotalUTLTTHRT 0 29 3 16 0 4 20 196 4 507 0.83 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Thu, Feb 08, 2018 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.9%0.96 TOTAL 0.8%0.94 TH RT WB 0.0%0.90 NB 0.8%0.88 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.0% 0 00021 1810 9N NE Sunset Blvd (SR-900) NE 10th St NE 10th St NE Sunset Blvd (SR-900)NE 10th StNE Sunset Blvd (SR-900)2,319TEV: 0.94PHF:14828629041,077046 18 116 180 2290 1391,024191,182962018 28 7 53 51 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com 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 3 0 1 1 1 0 0 0 6 30000111 1 1 Peak Hour 0 8 23 17 48 0 0 0 0 0 0 2 2Count Total 0 10 39 30 79 0 0 0 00000008:45 AM 0 1 6 3 10 0 0 0 0 0 0 0 8:30 AM 0 0 2 2 4 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 2 7 4 13 0 0 0 0 0 0 1 0 0 1 0 8:00 AM 0 2 7 3 12 0 0 0 0 0 0 0 1 0 0 0 7:30 AM 0 4 5 8 17 0 0 0 0 0 0 0 0 0 1 5 0 EB WB NB SB Total East 7:45 AM 0 0 4 2 6 0 0 0 -0%5%HV%-0%0%0%- 0 1 7:15 AM 0 1 4 7 12 0 0 0 0 0 0 1 1 West North South 7:00 AM 0 0 4 2 14 365 41 0 11 39180587240 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 7%-18%4%0%5%3%0%25% Peak Hour All 0 2 8 35 0 31 678 68 0 0 2 15 0 48 00600203 2 931 0 HV 0 0 0 0 0 Count Total 0 3 12 17 0 131 12 23 740 6 1,756 0 226 9149210058520210402 5 96 1 241 927 8:45 AM 0 1 0 4 1 0 3 98 8 0 212 931 8:30 AM 0 0 2 4 0 22 1 89 4 0 2 86 10140702 5 102 0 235 907 8:15 AM 0 0 4 3 7 0 1 87 13 0 239 842 8:00 AM 0 1 1 2 0 14 2 92 18 0 2 94 10151505 2 109 0 245 0 7:45 AM 0 1 2 3 5 0 6 97 6 0 188 0 7:30 AM 0 0 1 0 0 15 4 69 7 0 1 85 00142305 1 83 1 170 0 7:15 AM 0 0 1 1 3 0 7 54 2 07:00 AM 0 0 1 0 0 16 2 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 10th St NE 10th St Sunset Blvd Sunset Blvd 15-min TotalUTLTTHRT Date: 12-15-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 4.2%0.91 TOTAL 5.2%0.95 TH RT WB 9.0%0.93 NB 5.5%0.91 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 0.0%0.64 0 0 0 0000000 0 0 1 01 1N Sunset Blvd NE 10th St NE 10th St Sunset BlvdNE 10th St Sunset Blvd931TEV: 0.95PHF:239111404391024 7 58 89 600 413651442045708 8 2 18 23 0 project.manager.wa@idaxdata.com 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 48 0 Interval Start NE 10th St NE 10th St Sunset Blvd Sunset Blvd 15-min Total Rolling One Hour 20 3 0 2 15 0020600 RTTHLT RTTHLTRT 2 28 0 79 0 Peak Hour 0 0 0 0 7 0 1 34 4 0Count Total 0 0 0 0 0 3 0 10 39510030010000 0 2 0 4 35 8:45 AM 0 0 0 0 0 0 0 2 0 0 13 48 8:30 AM 0 0 0 0 0 0 0 7 0 0 0 4 0000200 0 3 0 12 47 8:15 AM 0 0 0 0 2 0 0 6 1 0 6 40 8:00 AM 0 0 0 0 0 0 0 3 1 0 0 2 0000000 2 6 0 17 0 7:45 AM 0 0 0 0 2 0 0 4 1 0 12 0 7:30 AM 0 0 0 0 0 2 0 3 0 0 0 7 0000101 0 1 0 5 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 NE 10th St NE 10th St Sunset Blvd Sunset Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com 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 8 2 2 11 8 2 5 43 172000618 18 9 Peak Hour 0 1 9 16 26 0 0 0 0 0 1 12 4Count Total 0 1 18 33 52 1 0 3 01000125:45 PM 0 0 2 3 5 0 0 0 0 2 0 3 5:30 PM 0 0 2 2 4 0 0 0 0 0 0 2 1 2 3 4 5:15 PM 0 0 2 8 10 0 0 0 0 0 0 2 2 0 1 0 5:00 PM 0 0 3 4 7 0 0 0 0 0 0 1 0 2 0 2 4:30 PM 0 0 4 4 8 0 0 0 0 0 0 1 1 4 5 8 0 EB WB NB SB Total East 4:45 PM 0 1 2 3 6 0 0 0 -0%1%HV%-0%0%0%- 1 0 4:15 PM 0 0 0 4 4 0 0 0 0 0 0 4 0 West North South 4:00 PM 0 0 3 1 6 708 102 0 45 76129011629290 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%-7%2%0%1%1%0%0% Peak Hour All 0 13 29 57 0 23 1,456 221 0 0 3 13 0 26 0000081 12 1,879 0 HV 0 0 0 0 0 Count Total 0 20 46 47 0 221 48 92 1,452 19 3,702 0 447 1,823207340514220364207 18 172 1 439 1,828 5:45 PM 0 2 3 3 7 0 3 176 32 0 453 1,872 5:30 PM 0 2 6 3 0 14 5 165 25 0 12 188 302371203 12 189 1 484 1,876 5:15 PM 0 2 5 8 7 0 4 200 28 0 452 1,879 5:00 PM 0 1 3 4 0 32 3 169 25 0 10 182 20395403 14 186 3 483 0 4:45 PM 0 2 5 6 11 0 1 187 33 0 457 0 4:30 PM 0 2 8 4 0 24 10 156 22 0 13 196 30318800 8 197 4 487 0 4:15 PM 0 4 10 6 6 0 2 196 22 04:00 PM 0 5 6 13 0 22 6 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 10th St NE 10th St Sunset Blvd Sunset Blvd 15-min TotalUTLTTHRT Date: 12-15-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 2.0%0.96 TOTAL 1.4%0.96 TH RT WB 0.6%0.91 NB 1.1%0.92 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 0.0%0.74 0 0 0 0000000 0 0 8 21 6N Sunset Blvd NE 10th St NE 10th St Sunset BlvdNE 10th St Sunset Blvd1,879TEV: 0.96PHF:1276145818750029 29 116 174 1760 1027086816906029 29 13 71 47 0 project.manager.wa@idaxdata.com 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 0 010 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 1 00000 0 0 0 0 Peak Hour 0 0Count Total 0 110000100 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 26 0 Interval Start NE 10th St NE 10th St Sunset Blvd Sunset Blvd 15-min Total Rolling One Hour 8 1 0 3 13 0010000 RTTHLT RTTHLTRT 6 27 0 52 0 Peak Hour 0 0 0 0 0 0 0 17 1 0Count Total 0 0 0 0 0 1 0 5 26200030000000 1 1 0 4 27 5:45 PM 0 0 0 0 0 0 0 2 0 0 10 31 5:30 PM 0 0 0 0 0 0 0 2 0 0 1 7 0000000 1 3 0 7 25 5:15 PM 0 0 0 0 0 0 0 3 0 0 6 26 5:00 PM 0 0 0 0 0 0 0 1 1 0 0 3 0010000 2 2 0 8 0 4:45 PM 0 0 0 0 0 0 0 4 0 0 4 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 1 3 0000000 0 5 0 8 0 4:15 PM 0 0 0 0 0 0 0 3 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 NE 10th St NE 10th St Sunset Blvd Sunset Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com 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 1 1 0 1 1 4 30000120 0 1 Peak Hour 2 3 0 0 5 0 0 0 0 0 0 1 2Count Total 5 7 0 1 13 0 0 0 10000008:45 AM 1 0 0 1 2 0 0 1 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 1 1 0 0 8:00 AM 1 2 0 0 3 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 1 3 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 7:45 AM 1 0 0 0 1 0 0 0 -0%0%HV%-0%3%-- 0 0 7:15 AM 1 1 0 0 2 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 0 0 1 1 1 0 3 100190100 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%3%0%3%0% Peak Hour All 0 5 63 15 0 1 1 1 0 0 0 0 0 5 0300000 5 181 0 HV 0 0 2 0 0 Count Total 0 10 91 3 0 4 175 6 1 14 322 0 49 1800002060121500 0 0 2 42 181 8:45 AM 0 2 10 2 3 0 0 0 0 0 39 176 8:30 AM 0 1 15 0 0 0 21 0 0 0 3 1 00019301 0 0 1 50 169 8:15 AM 0 1 11 0 2 0 0 1 0 0 50 142 8:00 AM 0 2 19 0 0 1 24 0 1 0 0 0 20026200 1 0 1 37 0 7:45 AM 0 1 18 0 0 0 0 0 0 0 32 0 7:30 AM 0 1 7 0 0 1 26 0 0 0 0 0 20019000 0 0 0 23 0 7:15 AM 0 1 9 1 0 0 0 0 0 07:00 AM 0 1 2 0 0 1 19 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 10th St NE 10th St Jefferson Ave W Jefferson Ave W 15-min TotalUTLTTHRT Date: 12-15-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.56 TOTAL 2.8%0.91 TH RT WB 3.0%0.90 NB 0.0%0.75 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 2.9%0.81 0 0 0 0000000 0 0 0 02 1N Jefferson Ave W NE 10th St NE 10th St Jefferson Ave WNE 10th StJefferson Ave W181TEV: 0.91PHF:513916010 90 1 101 670 1113200 63 5 68 96 0 project.manager.wa@idaxdata.com 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 5 0 Interval Start NE 10th St NE 10th St Jefferson Ave W Jefferson Ave W 15-min Total Rolling One Hour 0 0 0 0 0 0003000 RTTHLT RTTHLTRT 0 0 1 13 0 Peak Hour 0 0 2 0 0 0 0 0 0 0Count Total 0 1 4 0 0 0 7 2 6000001000000 0 0 0 0 5 8:45 AM 0 0 1 0 0 0 0 0 0 0 1 9 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0001000 0 0 0 3 10 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 7 8:00 AM 0 0 1 0 0 0 2 0 0 0 0 0 0000000 0 0 0 4 0 7:45 AM 0 0 1 0 0 0 0 0 0 0 2 0 7:30 AM 0 1 0 0 0 0 3 0 0 0 0 0 0001000 0 0 0 0 0 7:15 AM 0 0 1 0 0 0 0 0 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 NE 10th St NE 10th St Jefferson Ave W Jefferson Ave W 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com 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 9 2 1 1 1 2 1 4 21 52000012 8 6 Peak Hour 4 0 0 0 4 0 0 0 0 0 1 3 4Count Total 6 0 0 0 6 1 0 2 21000105:45 PM 0 0 0 0 0 0 0 0 1 0 0 0 5:30 PM 1 0 0 0 1 0 0 0 0 0 0 1 0 1 1 0 5:15 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 5:00 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 1 0 2 4:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 4:45 PM 1 0 0 0 1 0 0 0 -0%0%HV%-0%2%0%- 3 2 4:15 PM 1 0 0 0 1 0 0 0 0 0 0 2 2 West North South 4:00 PM 0 0 0 0 4 1 3 0 41 2600149360 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%1%-0%0% Peak Hour All 0 22 166 72 0 7 2 3 0 0 0 0 0 4 0000000 46 476 0 HV 0 0 4 0 0 Count Total 0 31 343 9 0 0 242 80 4 99 892 0 97 43900061160020501 9 0 10 114 456 5:45 PM 0 3 45 0 14 0 0 0 0 0 101 466 5:30 PM 0 2 54 1 0 0 24 0 0 0 10 1 150022601 11 0 8 127 476 5:15 PM 0 1 44 1 9 0 3 1 2 0 114 453 5:00 PM 0 5 45 3 0 0 40 0 0 0 11 1 120039901 10 0 11 124 0 4:45 PM 0 5 35 1 10 0 0 0 0 0 111 0 4:30 PM 0 7 47 1 0 0 38 0 1 0 9 1 150032800 14 0 12 104 0 4:15 PM 0 5 39 1 11 0 1 1 0 04:00 PM 0 3 34 1 0 0 27 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 10th St NE 10th St Jefferson Ave W Jefferson Ave W 15-min TotalUTLTTHRT Date: 12-15-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.89 TOTAL 0.8%0.94 TH RT WB 0.0%0.94 NB 0.0%0.33 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 2.1%0.88 0 0 0 0000000 0 0 2 21 0N Jefferson Ave W NE 10th St NE 10th St Jefferson Ave WNE 10th StJefferson Ave W476TEV: 0.94PHF:462418959036 149 0 185 2100 3148806 166 22 194 199 0 project.manager.wa@idaxdata.com 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 0 010 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 1 00000 0 0 0 0 Peak Hour 0 0Count Total 0 110000100 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 4 0 Interval Start NE 10th St NE 10th St Jefferson Ave W Jefferson Ave W 15-min Total Rolling One Hour 0 0 0 0 0 0000000 RTTHLT RTTHLTRT 0 0 0 6 0 Peak Hour 0 0 4 0 0 0 0 0 0 0Count Total 0 0 6 0 0 0 0 0 3000000000000 0 0 0 1 4 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 4 5:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 4 5:15 PM 0 0 1 0 0 0 0 0 0 0 1 3 5:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 0 4:45 PM 0 0 1 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 4:15 PM 0 0 1 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 NE 10th St NE 10th St Jefferson Ave W Jefferson Ave W 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com 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 2 0 0 0 0 2 0 6 0 Date: 12-15-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.25 TOTAL 6.5%0.96 TH RT WB 5.9%0.90 NB -- Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 8.0%0.69 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 10th St NE 10th St Dwy Jefferson Ave E 15-min TotalUTLTTHRT 0 0 20 0 0 0 1 0 0 42 0 7:15 AM 0 0 9 0 0 0 0 0 0 07:00 AM 0 0 13 0 0 0 28 0 0 0 40 0 7:45 AM 0 0 8 0 0 0 0 0 0 0 30 0 7:30 AM 0 0 12 0 0 0 28 0 0 0 0 0 1 35 147 8:00 AM 0 0 18 0 0 0 22 0 0 0 0 0 00027000 0 0 24 0 0 0 0 0 0 40 145 8:15 AM 0 0 12 0 0 0 0 0 0 0 0 0 0 35 149 8:45 AM 0 0 13 0 0 0 0 0 0 0 39 154 8:30 AM 0 0 9 0 0 0 26 0 0 0 0 0 3 36 1500000000023000 Count Total 0 0 94 0 0 0 198 1 0 4 297 0 Peak Hour All 0 0 50 0 0 0 0 0 0 0 0 0 0 10 0600000 3 154 0 HV 0 0 4 0 0 0 0 0 0 0 0 000010100 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total ----0%6%-6%----HV%--8%-- 0 0 7:15 AM 0 1 0 0 1 0 0 0 0 0 0 2 0 West North South 7:00 AM 1 1 0 0 2 0 EB WB NB SB Total East 7:45 AM 1 2 0 0 3 0 0 0 0 0 0 1 7:30 AM 1 1 0 0 2 0 0 0 0 0 0 0 0 1 0 0 8:15 AM 1 2 0 0 3 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 1 1 0 0 2 0 0 0 0 0 0 0 8:45 AM 0 1 0 0 1 0 0 0 0 0 2 0 8:30 AM 1 1 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0000000 1 3 Peak Hour 4 6 0 0 10 0 0 0 0 0 0 2 0Count Total 6 10 0 0 16 0 0000000 0 0 0 0000000 0 0 0 00 0N Jefferson Ave E NE 10th St NE 10th St DwyNE 10th StJefferson Ave E154TEV: 0.96PHF:3003000 101 0 101 500 0000000 50 0 50 104 0 project.manager.wa@idaxdata.com 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. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start NE 10th St NE 10th St Dwy Jefferson Ave E 15-min Total Rolling One HourEastboundWestbound 0 0 0 2 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 1 0 0 0 1 UT LT TH RT UT LT 1 0 7:30 AM 0 0 1 0 0 0 1 0 0 0 0 0 0001000 0 0 2 0 0 0 0 0 0 2 0 7:45 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 2 8 8:15 AM 0 0 1 0 0 0 0 0 0 0 3 8 8:00 AM 0 0 1 0 0 0 1 0 0 0 0 0 0 3 10 8:30 AM 0 0 1 0 0 0 1 0 0 0 0 0 0002000 0 0 1 0 0 0 0 0 0 2 10 8:45 AM 0 0 0 0 0 0 0 0 0 0 1 8000000 0 0 0 16 0 Peak Hour 0 0 4 0 0 0 0 0 0 0Count Total 0 0 6 0 0 0 10 0 07:00 AM RT 10 0 Interval Start NE 10th St NE 10th St Dwy Jefferson Ave E 15-min Total Rolling One Hour 0 0 0 0 0 0006000 RTTHLT RTTHLTRT 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 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 000000000 Peak Hour 0 0Count Total 0 THLT 0000000 0 00000 0 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com 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 3 3 3 2 4 5 1 4 25 14 Date: 12-15-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.50 TOTAL 0.8%0.92 TH RT WB 0.0%0.89 NB 0.0%0.38 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 1.3%0.92 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 10th St NE 10th St Dwy Jefferson Ave E 15-min TotalUTLTTHRT 0 0 36 0 0 0 1 0 0 87 0 4:15 PM 0 1 44 0 1 0 0 0 0 04:00 PM 0 0 46 0 0 0 39 3 0 0 93 0 4:45 PM 0 0 60 0 0 0 0 0 0 0 82 0 4:30 PM 0 0 54 1 0 0 35 0 0 0 0 0 1 96 358 5:00 PM 0 0 54 0 0 0 41 0 0 0 1 0 00034001 0 2 41 0 0 0 2 0 2 99 370 5:15 PM 0 0 62 1 0 0 0 0 0 0 1 0 0 85 388 5:45 PM 0 0 56 0 0 0 0 0 0 0 108 396 5:30 PM 0 0 54 0 0 0 30 0 2 0 0 0 0 94 3860100000037000 Count Total 0 1 430 2 0 2 293 8 0 3 744 0 Peak Hour All 0 0 230 1 0 1 0 3 0 0 0 0 0 3 0000000 2 396 0 HV 0 0 3 0 0 0 1 0 2 0 6 020215100 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%-0%1%0%0%--0%-HV%--1%0%- 0 1 4:15 PM 1 0 0 0 1 1 0 0 0 0 0 0 2 West North South 4:00 PM 0 0 0 0 0 0 EB WB NB SB Total East 4:45 PM 0 0 0 0 0 0 0 0 1 1 1 1 4:30 PM 1 0 0 0 1 0 0 0 0 0 1 0 1 1 1 0 5:15 PM 1 0 0 0 1 0 0 0 0 0 0 3 0 0 1 1 5:00 PM 1 0 0 0 1 0 1 0 0 0 1 0 5:45 PM 1 0 0 0 1 0 0 0 0 0 1 0 5:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 5 0 0 4000000 9 9 Peak Hour 3 0 0 0 3 1 0 0 0 0 2 3 4Count Total 6 0 0 0 6 2 2001318 0 1 0 0000000 0 0 8 21 3N Jefferson Ave E NE 10th St NE 10th St DwyNE 10th StJefferson Ave E396TEV: 0.92PHF:2068000 151 2 153 2380 2013402 230 0 232 154 0 project.manager.wa@idaxdata.com 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. SouthboundNorthboundWestboundEastbound Northbound Southbound UT LT TH RT UT LT TH RT Interval Start NE 10th St NE 10th St Dwy Jefferson Ave E 15-min Total Rolling One HourEastboundWestbound 0 0 0 0 0 4:15 PM 0 0 1 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 1 0 4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 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 1 3 5:15 PM 0 0 1 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 3 5:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 1 3 5:45 PM 0 0 1 0 0 0 0 0 0 0 1 4000000 0 0 0 6 0 Peak Hour 0 0 3 0 0 0 0 0 0 0Count Total 0 0 6 0 0 0 0 0 04:00 PM RT 3 0 Interval Start NE 10th St NE 10th St Dwy Jefferson Ave E 15-min Total Rolling One Hour 0 0 0 0 0 0000000 RTTHLT RTTHLTRT 2 5:00 PM 1000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10000004:15 PM 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 1 5:30 PM 0000000 0 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 000000000 Peak Hour 0 0Count Total 0 THLT 1000000 2 00000 0 0 0 0 0000 0 0 0 01 0 THLT 00000000 1 00 0 0 0 0 0 0 0 0 0 010 0 0 0 020 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 project.manager.wa@idaxdata.com 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 2 0 0 2 0 1 1 7 21000010 0 4 Peak Hour 3 5 2 0 10 0 0 0 0 0 0 2 1Count Total 5 6 2 0 13 0 0 0 10000008:45 AM 1 0 0 0 1 0 0 0 0 0 1 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15 AM 1 1 0 0 2 0 0 0 0 0 0 0 1 0 0 0 8:00 AM 1 1 1 0 3 0 0 0 0 0 0 0 0 0 0 1 7:30 AM 0 3 1 0 4 0 0 0 0 0 0 1 0 0 0 0 0 EB WB NB SB Total East 7:45 AM 1 0 0 0 1 0 0 0 -17%0%HV%-50%5%0%- 0 0 7:15 AM 1 1 0 0 2 0 0 0 0 0 0 1 0 West North South 7:00 AM 0 0 0 1 12 21 5 0 5 79068260 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%5%17%5%0% Peak Hour All 0 2 40 9 0 18 43 11 0 0 0 0 0 10 0400200 6 201 0 HV 0 1 2 0 0 Count Total 0 5 67 18 0 14 154 8 12 9 368 0 52 1958101110222103 1 2 2 47 198 8:45 AM 0 1 8 3 0 0 2 5 2 0 42 201 8:30 AM 0 2 10 1 0 2 18 5 0 0 0 2 30116003 2 0 2 54 198 8:15 AM 0 1 10 1 0 0 2 4 3 0 55 173 8:00 AM 0 1 14 1 0 2 23 3 2 0 1 2 00121205 2 3 1 50 0 7:45 AM 0 0 13 5 4 0 2 9 0 0 39 0 7:30 AM 0 0 3 2 0 2 22 7 3 0 1 1 00116101 0 1 0 29 0 7:15 AM 0 0 6 2 1 0 0 2 0 07:00 AM 0 0 3 3 0 3 16 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 10th St NE 10th St Kirkland Ave NE Kirkland Ave NE 15-min TotalUTLTTHRT Date: 12-15-2020 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.75 TOTAL 5.0%0.91 TH RT WB 5.3%0.84 NB 5.3%0.86 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 5.9%0.71 0 0 0 0000000 0 0 0 11 0N Kirkland Ave NE NE 10th St NE 10th St Kirkland Ave NENE 10th StKirkland Ave NE201TEV: 0.91PHF:675182906 82 6 94 500 52112382209 40 2 51 100 0 project.manager.wa@idaxdata.com 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 10 0 Interval Start NE 10th St NE 10th St Kirkland Ave NE Kirkland Ave NE 15-min Total Rolling One Hour 0 0 0 0 0 0014002 RTTHLT RTTHLTRT 0 0 0 13 0 Peak Hour 0 1 2 0 0 0 2 0 0 0Count Total 0 1 3 1 0 1 5 1 6000000000000 0 0 0 0 6 8:45 AM 0 0 1 0 0 0 0 0 0 0 2 10 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0001000 0 0 0 3 10 8:15 AM 0 0 1 0 0 0 1 0 0 0 1 7 8:00 AM 0 1 0 0 0 0 1 0 0 0 0 0 0000000 0 0 0 4 0 7:45 AM 0 0 1 0 0 0 1 0 0 0 2 0 7:30 AM 0 0 0 0 0 1 2 0 0 0 0 0 0001000 0 0 0 0 0 7:15 AM 0 0 0 1 0 0 0 0 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 NE 10th St NE 10th St Kirkland Ave NE Kirkland Ave NE 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com 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 2 0 0 3 1 0 4 10 54000100 1 5 Peak Hour 4 0 0 0 4 0 0 0 0 0 1 1 3Count Total 6 0 0 0 6 1 3 0 11000105:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 1 0 2 5:15 PM 1 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 5:00 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2 4:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 4:45 PM 1 0 0 0 1 0 0 0 -0%0%HV%-0%2%0%- 0 0 4:15 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 West North South 4:00 PM 0 0 0 0 24 19 9 0 9 253901513670 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%1%0%0%0% Peak Hour All 0 6 170 9 0 48 40 21 0 0 0 0 0 4 0000000 20 479 0 HV 0 0 4 0 0 Count Total 0 13 330 81 0 28 234 14 55 25 898 0 96 4283301720419005 2 8 0 118 448 5:45 PM 0 1 45 6 0 0 7 4 4 0 95 454 5:30 PM 0 2 41 15 0 4 31 5 3 0 0 4 00219107 0 2 2 119 479 5:15 PM 0 1 40 13 1 0 5 4 1 0 116 470 5:00 PM 0 2 48 12 0 4 38 6 5 0 0 7 60136205 4 6 6 124 0 4:45 PM 0 2 37 9 1 0 5 5 3 0 120 0 4:30 PM 0 1 45 9 0 4 35 4 0 0 5 10 60627309 2 11 3 110 0 4:15 PM 0 1 40 9 1 0 5 9 2 04:00 PM 0 3 34 8 0 3 29 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 10th St NE 10th St Kirkland Ave NE Kirkland Ave NE 15-min TotalUTLTTHRT Date: 12-15-2020 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.64 TOTAL 0.8%0.97 TH RT WB 0.0%0.92 NB 0.0%0.81 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 1.9%0.87 0 0 0 0000000 0 0 0 40 1N Kirkland Ave NE NE 10th St NE 10th St Kirkland Ave NENE 10th StKirkland Ave NE479TEV: 0.97PHF:20259543207 136 15 158 1880 919245279039 170 6 215 180 0 project.manager.wa@idaxdata.com 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 0 010 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 1 00000 0 0 0 0 Peak Hour 0 0Count Total 0 110000100 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 4 0 Interval Start NE 10th St NE 10th St Kirkland Ave NE Kirkland Ave NE 15-min Total Rolling One Hour 0 0 0 0 0 0000000 RTTHLT RTTHLTRT 0 0 0 6 0 Peak Hour 0 0 4 0 0 0 0 0 0 0Count Total 0 0 6 0 0 0 0 0 3000000000000 0 0 0 1 4 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 4 5:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 4 5:15 PM 0 0 1 0 0 0 0 0 0 0 1 3 5:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 0 4:45 PM 0 0 1 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 4:15 PM 0 0 1 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 NE 10th St NE 10th St Kirkland Ave NE Kirkland Ave NE 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound project.manager.wa@idaxdata.com Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions, Inc. March 2021 Traffic Volume Forecast Volume Forecast AM TRIPS AM TRIPS AM TRIPS AM TRIPS 2020 GROWTH 2022 2022 EXISTING OFFICE NEW OFFICE NEW RESIDENTIAL Figure 5 EXISTING WITHOUT WITH IN OUT TOT IN OUT TOT IN OUT TOT TOTAL AM PK HR AM PK HR AM PK HR -14 -2 -16 11 2 13 24 10 34 31 EB L 0 0 0 0 5 13.3 20 20 EB T 0 0 0 0 15 0.9 15 15 EB R 0 0 0 0 15 58.9 75 75 WB L 55%-1 55%1 55%6 6 105 6.4 110 116 1 WB T 0 0 0 0 15 0.9 15 15 Sunset Blvd WB R 5%0 5%0 5%1 1 45 2.7 50 51 NE 10th St NB L 0 0 0 0 25 45.5 70 70 NB T 0 0 0 0 660 47.2 705 705 NB R 55%-8 55%6 55%13 12 75 4.6 80 92 SB L 5%-1 5%1 5%1 1 20 1.2 20 21 SB T 0 0 0 0 710 50.2 760 760 SB R 0 0 0 0 5 13.3 20 20 TOT 60%60%-10 60%60%8 60%60%20 19 1695 245.2 1940 1959 EB L 60%-8 60%7 60%14 13 10 0.6 10 23 EB T 0 0 0 0 115 7.0 120 120 EB R 0 0 0 0 0 0.0 0 0 WB L 0 0 0 0 0 0.0 0 0 2 WB T 60%-1 0 0 -1 165 10.0 175 174 W Jefferson WB R 0 40%4 40%10 14 20 1.2 20 34 NE 10th St NB L 0 0 0 0 0 0.0 0 0 NB T 0 0 0 0 0 0.0 0 0 NB R 0 0 0 0 0 0.0 0 0 SB L 0 40%1 40%4 5 5 0.3 5 10 SB T 0 0 0 0 0 0.0 0 0 SB R 0 60%1 60%6 7 10 0.6 10 17 TOT 60%60%-10 100%100%13 100%100%34 37 325 19.8 340 377 EB L 0 0%0 0 0 0 0.0 0 0 EB T 40%-1 40%1 40%4 4 90 5.5 95 99 EB R 0 0 0 0 0 0.0 0 0 WB L 0 0 0 0 0 0.0 0 0 3 WB T 40%-6 40%4 40%10 8 185 11.3 195 203 E Jefferson WB R 0 0 0 0 0 0.0 0 0 NE 10th St NB L 0 0 0 0 0 0.0 0 0 NB T 0 0 0 0 0 0.0 0 0 NB R 0 0 0 0 0 0.0 0 0 SB L 0 0 0 0 0 0.0 0 0 SB T 0 0 0 0 0 0.0 0 0 SB R 0 0%0 0 0 5 0.3 5 5 TOT 40%40%-6 40%40%5 40%40%14 12 280 17.1 295 307 Volume Forecast AM TRIPS AM TRIPS AM TRIPS AM TRIPS 2020 GROWTH 2022 2022 EXISTING OFFICE NEW OFFICE NEW RESIDENTIAL Figure 5 EXISTING WITHOUT WITH IN OUT TOT IN OUT TOT IN OUT TOT TOTAL AM PK HR AM PK HR AM PK HR -14 -2 -16 11 2 13 24 10 34 31 EB L 10%0 10%0 10%1 1 5 0.3 5 6 EB T 10%0 10%0 10%1 1 70 4.3 75 76 EB R 20%0 20%0 20%2 2 15 0.9 15 17 WB L 0 0 0 0 10 0.6 10 10 4 WB T 10%-1 10%1 10%2 2 150 9.1 160 162 Kirkland Ave NE WB R 0 0 0 0 10 0.6 10 10 NE 10th St NB L 20%-3 20%2 20%5 4 20 1.2 20 24 NB T 0 0 0 0 40 2.4 40 40 NB R 0 0 0 0 10 0.6 10 10 SB L 0 0 0 0 10 0.6 10 10 SB T 0 0 0 0 15 0.9 15 15 SB R 10%-1 10%1 10%2 2 10 0.6 10 12 TOT 40%40%-6 40%40%5 40%40%14 12 365 22.2 380 392 EB L 0 0 0 0 0.0 0 0 EB T 0 0 0 0 0.0 0 0 EB R 0 0 0 0 0.0 0 0 WB L 0 100%2 100%10 12 0.0 0 12 5 WB T 0 0 0 0 0.0 0 0 Jefferson W WB R 0 0 0 0 0.0 0 0 Site Access NB L 0 0 0 0 0.0 0 0 NB T 0 0 0 0 30 1.8 30 30 NB R 0 100%11 100%24 35 0.0 0 35 SB L 0 0 0%0 0 0.0 0 0 SB T 0 0 0 0 15 0.9 15 15 SB R 0 0 0 0 0.0 0 0 TOT 0%0%0 100%100%13 100%100%34 47 45 2.7 45 92 Volume Forecast EB L EB T EB R WB L 1 WB T Sunset Blvd WB R NE 10th St NB L NB T NB R SB L SB T SB R TOT EB L EB T EB R WB L 2 WB T W Jefferson WB R NE 10th St NB L NB T NB R SB L SB T SB R TOT EB L EB T EB R WB L 3 WB T E Jefferson WB R NE 10th St NB L NB T NB R SB L SB T SB R TOT PM TRIPS PM TRIPS PM TRIPS PM TRIPS 2020 GROWTH 2022 2022 EXISTING OFFICE NEW OFFICE NEW RESIDENTIAL Figure 5 EXISTING WITHOUT WITH IN OUT TOT IN OUT TOT IN OUT TOT TOTAL PM PK HR PM PK HR -2 -13 -15 2 11 13 6 15 21 19 0%0%0 0%0%0 0%0%0 0 15 6.9 20 20 0%0%0 0%0%0 0%0%0 0 35 2.1 35 35 0%0%0 0%0%0 0%0%0 0 35 31.1 65 65 0%55%-7 0%55%6 0%55%8 7 145 8.8 155 162 0%0%0 0%0%0 0%0%0 0 35 2.1 35 35 0%5%-1 0%5%1 0%5%1 1 35 2.1 35 36 0%0%0 0%0%0 0%0%0 0 10 25.6 35 35 0%0%0 0%0%0 0%0%0 0 890 61.2 950 950 55%0%-1 55%0%1 55%0%3 3 130 7.9 140 143 5%0%0 5%0%0 5%0%0 0 55 3.3 60 60 0%0%0 0%0%0 0%0%0 0 960 65.5 1025 1025 0%0%0 0%0%0 0%0%0 0 15 7.9 25 25 60%60%-9 60%60%8 60%60%13 11 2360 224.7 2580 2591 60%0%-1 60%0%1 60%0%4 4 30 1.8 30 34 0%0%0 0%0%0 0%0%0 0 210 12.8 225 225 0%0%0 0%0%0 0%0%0 0 10 0.6 10 10 0%0%0 0%0%0 0%0%0 0 0 0.0 0 0 0%60%-8 0%0%0 0%0%0 -8 190 11.6 200 192 0%0%0 40%0%1 40%0%2 3 45 2.7 50 53 0%0%0 0%0%0 0%0%0 0 5 0.3 5 5 0%0%0 0%0%0 0%0%0 0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 5 0.3 5 5 0%0%0 0%40%4 0%40%6 10 50 3.0 55 65 0%0%0 0%0%0 0%0%0 0 5 0.3 5 5 0%0%0 0%60%7 0%60%9 16 60 3.7 65 81 60%60%-9 100%100%13 100%100%21 25 610 37.1 650 675 0%0%0 0%0%0 0%0%0 0 0 0.0 0 0 0%40%-5 0%40%4 0%40%6 5 290 17.7 310 315 0%0%0 0%0%0 0%0%0 0 5 0.3 5 5 0%0%0 0%0%0 0%0%0 0 0 0.0 0 0 40%0%-1 40%0%1 40%0%2 2 190 11.6 200 202 0%0%0 0%0%0 0%0%0 0 5 0.3 5 5 0%0%0 0%0%0 0%0%0 0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 5 0.3 5 5 0%0%0 0%0%0 0%0%0 0 10 0.6 10 10 0%0%0 0%0%0 0%0%0 0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 5 0.3 5 5 40%40%-6 40%40%5 40%40%8 8 510 31.1 540 548 Volume Forecast EB LEB L EB T EB R WB L 4 WB T Kirkland Ave NE WB R NE 10th St NB L NB T NB R SB L SB T SB R TOT EB L EB T EB R WB L 5 WB T Jefferson W WB R Site Access NB L NB T NB R SB L SB T SB R TOT PM TRIPS PM TRIPS PM TRIPS PM TRIPS 2020 GROWTH 2022 2022 EXISTING OFFICE NEW OFFICE NEW RESIDENTIAL Figure 5 EXISTING WITHOUT WITH IN OUT TOT IN OUT TOT IN OUT TOT TOTAL PM PK HR PM PK HR -2 -13 -15 2 11 13 6 15 21 19 0%10%-1 0%10%1 0%10%2 1 10 0.6 10 11 0%10%-1 0%10%1 0%10%2 1 215 13.1 230 231 0%20%-3 0%20%2 0%20%3 3 50 3.0 55 58 0%0%0 0%0%0 0%0%0 0 20 1.2 20 20 10%0%0 10%0%0 10%0%1 1 170 10.4 180 181 0%0%0 0%0%0 0%0%0 0 10 0.6 10 10 20%0%0 20%0%0 20%0%1 1 30 1.8 30 31 0%0%0 0%0%0 0%0%0 0 25 1.5 25 25 0%0%0 0%0%0 0%0%0 0 10 0.6 10 10 0%0%0 0%0%0 0%0%0 0 10 0.6 10 10 0%0%0 0%0%0 0%0%0 0 30 1.8 30 30 10%0%0 10%0%0 10%0%1 1 25 1.5 25 26 40%40%-6 40%40%5 40%40%8 8 605 36.8 635 643 0%0%0 0%0%0 0%0%0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 0.0 0 0 0%0%0 0%100%11 0%100%15 26 0.0 0 26 0%0%0 0%0%0 0%0%0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 75 4.6 80 80 0%0%0 100%0%2 100%0%6 8 0.0 0 8 0%0%0 0%0%0 0%0%0 0 0.0 0 0 0%0%0 0%0%0 0%0%0 0 110 6.7 115 115 0%0%0 0%0%0 0%0%0 0 0.0 0 0 0%0%0 100%100%13 100%100%21 34 185 11.3 195 229 Sunset Gardens Traffic Impact Analysis Renton, WA Transportation Solutions, Inc. March 2021 Level-of-service HCM 6th Signalized Intersection Summary RHA Sunset Gardens 1: NE SUNSET BLVD & NE 10TH ST Existing Conditions AM Timing Plan: AM Synchro 10 Report TSI 02/02/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 15 15 105 15 45 25 660 75 20 710 5 Future Volume (veh/h) 5 15 15 105 15 45 25 660 75 20 710 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1767 1767 1767 1811 1811 1811 1841 1841 1841 Adj Flow Rate, veh/h 5 16 16 111 16 47 26 695 79 21 747 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 Percent Heavy Veh, % 0 0 0 9 9 9 6 6 6 4 4 4 Cap, veh/h 118 155 131 286 39 66 54 1150 131 217 1644 11 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.03 0.37 0.37 0.12 0.46 0.46 Sat Flow, veh/h 97 893 754 808 223 382 1725 3114 354 1753 3561 24 Grp Volume(v), veh/h 37 0 0 174 0 0 26 384 390 21 367 385 Grp Sat Flow(s),veh/h/ln 1743 0 0 1413 0 0 1725 1721 1747 1753 1749 1836 Q Serve(g_s), s 0.0 0.0 0.0 3.9 0.0 0.0 0.6 7.3 7.3 0.4 5.8 5.8 Cycle Q Clear(g_c), s 0.7 0.0 0.0 4.6 0.0 0.0 0.6 7.3 7.3 0.4 5.8 5.8 Prop In Lane 0.14 0.43 0.64 0.27 1.00 0.20 1.00 0.01 Lane Grp Cap(c), veh/h 403 0 0 391 0 0 54 635 645 217 807 848 V/C Ratio(X)0.09 0.00 0.00 0.45 0.00 0.00 0.48 0.60 0.61 0.10 0.45 0.45 Avail Cap(c_a), veh/h 1295 0 0 1125 0 0 363 1723 1750 325 1708 1794 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.1 0.0 0.0 15.7 0.0 0.0 19.3 10.4 10.4 15.7 7.4 7.4 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.8 0.0 0.0 6.5 0.9 0.9 0.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.5 0.0 0.0 2.4 0.0 0.0 0.6 4.0 4.1 0.3 2.8 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.2 0.0 0.0 16.5 0.0 0.0 25.8 11.3 11.3 15.9 7.8 7.8 LnGrp LOS B A A B A A C B B B A A Approach Vol, veh/h 37 174 800 773 Approach Delay, s/veh 14.2 16.5 11.8 8.0 Approach LOS B B B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.5 19.4 11.5 5.8 23.2 11.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 40.5 28.5 8.5 39.5 28.5 Max Q Clear Time (g_c+I1), s 2.4 9.3 2.7 2.6 7.8 6.6 Green Ext Time (p_c), s 0.0 5.6 0.1 0.0 5.3 1.0 Intersection Summary HCM 6th Ctrl Delay 10.6 HCM 6th LOS B HCM 6th TWSC RHA Sunset Gardens 2: JEFFERSON AVE W & NE 10TH ST Existing Conditions AM Timing Plan: AM Synchro 10 Report TSI 02/02/2021 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 115 0 0 165 20 0 0 0 5 0 10 Future Vol, veh/h 10 115 0 0 165 20 0 0 0 5 0 10 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 1 1 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 3 3 3 3 3 0 0 0 0 0 0 Mvmt Flow 11 126 0 0 181 22 0 0 0 5 0 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 203 0 0 126 0 0 348 351 127 341 340 194 Stage 1 - - - - - - 148 148 - 192 192 - Stage 2 - - - - - - 200 203 - 149 148 - Critical Hdwy 4.13 - - 4.13 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.227 - - 2.227 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1363 - - 1454 - - 610 577 929 617 585 853 Stage 1 - - - - - - 859 779 - 814 745 - Stage 2 - - - - - - 806 737 - 858 779 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1363 - - 1454 - - 597 572 928 612 580 851 Mov Cap-2 Maneuver - - - - - - 597 572 - 612 580 - Stage 1 - - - - - - 851 772 - 807 745 - Stage 2 - - - - - - 794 737 - 849 772 - Approach EB WB NB SB HCM Control Delay, s 0.6 0 0 9.9 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)- 1363 - - 1454 - - 753 HCM Lane V/C Ratio - 0.008 - - - - - 0.022 HCM Control Delay (s) 0 7.7 0 - 0 - - 9.9 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0.1 HCM 6th TWSC RHA Sunset Gardens 3: Driveway/JEFFERSON AVE E & NE 10TH ST Existing Conditions AM Timing Plan: AM Synchro 10 Report TSI 02/02/2021 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 90 0 0 185 0 0 0 0 0 0 5 Future Vol, veh/h 0 90 0 0 185 0 0 0 0 0 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 92 92 96 96 92 92 92 96 92 96 Heavy Vehicles, % 8 8 2 2 6 6 2 2 2 0 2 0 Mvmt Flow 0 94 0 0 193 0 0 0 0 0 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 193 0 0 94 0 0 290 287 94 287 287 193 Stage 1 - - - - - - 94 94 - 193 193 - Stage 2 - - - - - - 196 193 - 94 94 - Critical Hdwy 4.18 - - 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.272 - - 2.218 - - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 1345 - - 1500 - - 662 623 963 669 623 854 Stage 1 - - - - - - 913 817 - 813 741 - Stage 2 - - - - - - 806 741 - 918 817 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1345 - - 1500 - - 658 623 963 669 623 854 Mov Cap-2 Maneuver - - - - - - 658 623 - 669 623 - Stage 1 - - - - - - 913 817 - 813 741 - Stage 2 - - - - - - 801 741 - 918 817 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 9.2 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)- 1345 - - 1500 - - 854 HCM Lane V/C Ratio - - - - - - - 0.006 HCM Control Delay (s) 0 0 - - 0 - - 9.2 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0 HCM 6th AWSC RHA Sunset Gardens 4: KIRKLAND AVE NE & NE 10TH ST Existing Conditions AM Timing Plan: AM Synchro 10 Report TSI 02/02/2021 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 70 15 10 150 10 20 40 10 10 15 10 Future Vol, veh/h 5 70 15 10 150 10 20 40 10 10 15 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %6 6 6 5 5 5 5 5 5 0 0 0 Mvmt Flow 5 77 16 11 165 11 22 44 11 11 16 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 8.6 8.2 7.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %29% 6% 6% 29% Vol Thru, %57% 78% 88% 43% Vol Right, %14% 17% 6% 29% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 70 90 170 35 LT Vol 20 5 10 10 Through Vol 40 70 150 15 RT Vol 10 15 10 10 Lane Flow Rate 77 99 187 38 Geometry Grp 1 1 1 1 Degree of Util (X)0.099 0.12 0.225 0.048 Departure Headway (Hd)4.646 4.386 4.342 4.524 Convergence, Y/N Yes Yes Yes Yes Cap 773 820 829 793 Service Time 2.663 2.401 2.355 2.542 HCM Lane V/C Ratio 0.1 0.121 0.226 0.048 HCM Control Delay 8.2 8 8.6 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0.4 0.9 0.2 HCM 6th Signalized Intersection Summary RHA Sunset Gardens 1: NE SUNSET BLVD & NE 10TH ST Existing Conditions PM Timing Plan: PM Synchro 10 Report TSI 02/02/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 35 35 145 35 35 10 890 130 55 960 15 Future Volume (veh/h) 15 35 35 145 35 35 10 890 130 55 960 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1870 1870 1870 Adj Flow Rate, veh/h 16 36 36 151 36 36 10 927 135 57 1000 16 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 0 0 1 1 1 1 1 1 2 2 2 Cap, veh/h 120 188 151 327 70 52 23 1402 204 99 1753 28 Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.01 0.45 0.45 0.06 0.49 0.49 Sat Flow, veh/h 145 875 706 935 328 243 1795 3134 456 1781 3579 57 Grp Volume(v), veh/h 88 0 0 223 0 0 10 530 532 57 496 520 Grp Sat Flow(s),veh/h/ln 1726 0 0 1506 0 0 1795 1791 1799 1781 1777 1860 Q Serve(g_s), s 0.0 0.0 0.0 4.3 0.0 0.0 0.3 11.1 11.1 1.5 9.4 9.4 Cycle Q Clear(g_c), s 2.0 0.0 0.0 6.3 0.0 0.0 0.3 11.1 11.1 1.5 9.4 9.4 Prop In Lane 0.18 0.41 0.68 0.16 1.00 0.25 1.00 0.03 Lane Grp Cap(c), veh/h 459 0 0 449 0 0 23 801 805 99 870 911 V/C Ratio(X)0.19 0.00 0.00 0.50 0.00 0.00 0.43 0.66 0.66 0.58 0.57 0.57 Avail Cap(c_a), veh/h 1020 0 0 937 0 0 320 1557 1565 317 1545 1617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.5 0.0 0.0 17.0 0.0 0.0 23.4 10.4 10.4 22.0 8.6 8.6 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.8 0.0 0.0 11.9 0.9 0.9 5.2 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.3 0.0 0.0 3.7 0.0 0.0 0.3 6.4 6.4 1.3 5.1 5.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 0.0 0.0 17.9 0.0 0.0 35.3 11.3 11.3 27.2 9.2 9.2 LnGrp LOS B A A B A A D B B C A A Approach Vol, veh/h 88 223 1072 1073 Approach Delay, s/veh 15.7 17.9 11.5 10.2 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.2 25.8 14.7 5.1 27.9 14.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 41.5 26.5 8.5 41.5 26.5 Max Q Clear Time (g_c+I1), s 3.5 13.1 4.0 2.3 11.4 8.3 Green Ext Time (p_c), s 0.0 8.3 0.4 0.0 7.8 1.2 Intersection Summary HCM 6th Ctrl Delay 11.7 HCM 6th LOS B HCM 6th TWSC RHA Sunset Gardens 2: JEFFERSON AVE W & NE 10TH ST Existing Conditions PM Timing Plan: PM Synchro 10 Report TSI 02/02/2021 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 210 10 0 190 45 5 0 5 50 5 60 Future Vol, veh/h 30 210 10 0 190 45 5 0 5 50 5 60 Conflicting Peds, #/hr 2 0 2 2 0 2 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 0 0 0 0 0 0 0 0 0 Mvmt Flow 32 223 11 0 202 48 5 0 5 53 5 64 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 252 0 0 236 0 0 557 547 231 523 528 229 Stage 1 - - - - - - 295 295 - 228 228 - Stage 2 - - - - - - 262 252 - 295 300 - Critical Hdwy 4.12 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1313 - - 1343 - - 444 447 813 468 459 815 Stage 1 - - - - - - 718 673 - 779 719 - Stage 2 - - - - - - 747 702 - 718 669 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1310 - - 1340 - - 396 433 811 454 444 813 Mov Cap-2 Maneuver - - - - - - 396 433 - 454 444 - Stage 1 - - - - - - 696 653 - 756 718 - Stage 2 - - - - - - 683 701 - 693 649 - Approach EB WB NB SB HCM Control Delay, s 0.9 0 11.9 12.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)532 1310 - - 1340 - - 589 HCM Lane V/C Ratio 0.02 0.024 - - - - - 0.208 HCM Control Delay (s) 11.9 7.8 0 - 0 - - 12.7 HCM Lane LOS B A A - A - - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.8 HCM 6th TWSC RHA Sunset Gardens 3: Driveway/JEFFERSON AVE E & NE 10TH ST Existing Conditions PM Timing Plan: PM Synchro 10 Report TSI 02/02/2021 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 290 5 0 190 5 0 0 5 10 0 5 Future Vol, veh/h 0 290 5 0 190 5 0 0 5 10 0 5 Conflicting Peds, #/hr 8 0 0 0 0 8 0 0 0 3 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop 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, % 1 1 2 2 0 0 2 2 2 0 2 0 Mvmt Flow 0 315 5 0 207 5 0 0 5 11 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 220 0 0 320 0 0 531 538 321 541 538 219 Stage 1 - - - - - - 318 318 - 218 218 - Stage 2 - - - - - - 213 220 - 323 320 - Critical Hdwy 4.11 - - 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.209 - - 2.218 - - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 1355 - - 1240 - - 459 450 720 455 450 826 Stage 1 - - - - - - 693 654 - 789 723 - Stage 2 - - - - - - 789 721 - 693 652 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1345 - - 1240 - - 455 446 718 447 446 819 Mov Cap-2 Maneuver - - - - - - 455 446 - 447 446 - Stage 1 - - - - - - 693 654 - 783 717 - Stage 2 - - - - - - 783 715 - 686 652 - Approach EB WB NB SB HCM Control Delay, s 0 0 10.1 12 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)718 1345 - - 1240 - - 527 HCM Lane V/C Ratio 0.008 - - - - - - 0.031 HCM Control Delay (s) 10.1 0 - - 0 - - 12 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 HCM 6th AWSC RHA Sunset Gardens 4: KIRKLAND AVE NE & NE 10TH ST Existing Conditions PM Timing Plan: PM Synchro 10 Report TSI 02/02/2021 Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 215 50 20 170 10 30 25 10 10 30 25 Future Vol, veh/h 10 215 50 20 170 10 30 25 10 10 30 25 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %2 2 2 0 0 0 0 0 0 0 0 0 Mvmt Flow 10 222 52 21 175 10 31 26 10 10 31 26 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.8 9.2 8.7 8.4 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %46% 4% 10% 15% Vol Thru, %38% 78% 85% 46% Vol Right, %15% 18% 5% 38% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 65 275 200 65 LT Vol 30 10 20 10 Through Vol 25 215 170 30 RT Vol 10 50 10 25 Lane Flow Rate 67 284 206 67 Geometry Grp 1 1 1 1 Degree of Util (X)0.095 0.346 0.26 0.091 Departure Headway (Hd)5.083 4.396 4.531 4.885 Convergence, Y/N Yes Yes Yes Yes Cap 702 816 792 730 Service Time 3.133 2.43 2.568 2.936 HCM Lane V/C Ratio 0.095 0.348 0.26 0.092 HCM Control Delay 8.7 9.8 9.2 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 1.6 1 0.3 HCM 6th Signalized Intersection Summary RHA Sunset Gardens 1: NE SUNSET BLVD & NE 10TH ST 2022 without Project AM Timing Plan: AM Synchro 10 Report TSI 02/02/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 15 75 110 15 50 70 705 80 20 760 20 Future Volume (veh/h) 20 15 75 110 15 50 70 705 80 20 760 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1767 1767 1767 1811 1811 1811 1841 1841 1841 Adj Flow Rate, veh/h 21 16 79 116 16 53 74 742 84 21 800 21 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 9 9 9 6 6 6 4 4 4 Cap, veh/h 131 67 209 286 41 76 118 1191 135 206 1502 39 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.07 0.38 0.38 0.12 0.43 0.43 Sat Flow, veh/h 170 367 1147 814 223 416 1725 3115 352 1753 3481 91 Grp Volume(v), veh/h 116 0 0 185 0 0 74 410 416 21 402 419 Grp Sat Flow(s),veh/h/ln 1685 0 0 1454 0 0 1725 1721 1747 1753 1749 1824 Q Serve(g_s), s 0.0 0.0 0.0 2.2 0.0 0.0 1.8 8.2 8.2 0.5 7.2 7.2 Cycle Q Clear(g_c), s 2.6 0.0 0.0 4.8 0.0 0.0 1.8 8.2 8.2 0.5 7.2 7.2 Prop In Lane 0.18 0.68 0.63 0.29 1.00 0.20 1.00 0.05 Lane Grp Cap(c), veh/h 407 0 0 403 0 0 118 658 668 206 754 787 V/C Ratio(X)0.28 0.00 0.00 0.46 0.00 0.00 0.63 0.62 0.62 0.10 0.53 0.53 Avail Cap(c_a), veh/h 1182 0 0 1053 0 0 345 1640 1665 309 1626 1696 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.3 0.0 0.0 16.0 0.0 0.0 19.3 10.6 10.6 16.7 8.9 8.9 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.8 0.0 0.0 5.3 1.0 1.0 0.2 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.6 0.0 0.0 2.7 0.0 0.0 1.4 4.6 4.6 0.3 3.8 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.6 0.0 0.0 16.8 0.0 0.0 24.6 11.6 11.6 17.0 9.5 9.5 LnGrp LOS B A A B A A C B B B A A Approach Vol, veh/h 116 185 900 842 Approach Delay, s/veh 15.6 16.8 12.7 9.7 Approach LOS B B B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.5 20.7 12.2 7.4 22.8 12.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 40.5 28.5 8.5 39.5 28.5 Max Q Clear Time (g_c+I1), s 2.5 10.2 4.6 3.8 9.2 6.8 Green Ext Time (p_c), s 0.0 6.0 0.6 0.1 5.9 1.1 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B HCM 6th TWSC RHA Sunset Gardens 2: JEFFERSON AVE W & NE 10TH ST 2022 without Project AM Timing Plan: AM Synchro 10 Report TSI 02/02/2021 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 120 0 0 175 20 0 0 0 5 0 10 Future Vol, veh/h 10 120 0 0 175 20 0 0 0 5 0 10 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 1 1 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 3 3 3 3 3 0 0 0 0 0 0 Mvmt Flow 11 132 0 0 192 22 0 0 0 5 0 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 214 0 0 132 0 0 365 368 133 358 357 205 Stage 1 - - - - - - 154 154 - 203 203 - Stage 2 - - - - - - 211 214 - 155 154 - Critical Hdwy 4.13 - - 4.13 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.227 - - 2.227 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1350 - - 1447 - - 595 564 922 601 572 841 Stage 1 - - - - - - 853 774 - 804 737 - Stage 2 - - - - - - 796 729 - 852 774 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1350 - - 1447 - - 582 559 921 596 567 839 Mov Cap-2 Maneuver - - - - - - 582 559 - 596 567 - Stage 1 - - - - - - 845 767 - 797 737 - Stage 2 - - - - - - 784 729 - 844 767 - Approach EB WB NB SB HCM Control Delay, s 0.6 0 0 10 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)- 1350 - - 1447 - - 739 HCM Lane V/C Ratio - 0.008 - - - - - 0.022 HCM Control Delay (s) 0 7.7 0 - 0 - - 10 HCM Lane LOS A A A - A - - B HCM 95th %tile Q(veh) - 0 - - 0 - - 0.1 HCM 6th TWSC RHA Sunset Gardens 3: Driveway/JEFFERSON AVE E & NE 10TH ST 2022 without Project AM Timing Plan: AM Synchro 10 Report TSI 02/02/2021 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 95 0 0 195 0 0 0 0 0 0 5 Future Vol, veh/h 0 95 0 0 195 0 0 0 0 0 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 92 92 96 96 92 92 92 96 92 96 Heavy Vehicles, % 8 8 2 2 6 6 2 2 2 0 2 0 Mvmt Flow 0 99 0 0 203 0 0 0 0 0 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 203 0 0 99 0 0 305 302 99 302 302 203 Stage 1 - - - - - - 99 99 - 203 203 - Stage 2 - - - - - - 206 203 - 99 99 - Critical Hdwy 4.18 - - 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.272 - - 2.218 - - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 1334 - - 1494 - - 647 611 957 654 611 843 Stage 1 - - - - - - 907 813 - 804 733 - Stage 2 - - - - - - 796 733 - 912 813 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1334 - - 1494 - - 643 611 957 654 611 843 Mov Cap-2 Maneuver - - - - - - 643 611 - 654 611 - Stage 1 - - - - - - 907 813 - 804 733 - Stage 2 - - - - - - 791 733 - 912 813 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)- 1334 - - 1494 - - 843 HCM Lane V/C Ratio - - - - - - - 0.006 HCM Control Delay (s) 0 0 - - 0 - - 9.3 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0 HCM 6th AWSC RHA Sunset Gardens 4: KIRKLAND AVE NE & NE 10TH ST 2022 without Project AM Timing Plan: AM Synchro 10 Report TSI 02/02/2021 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 75 15 10 160 10 20 40 10 10 15 10 Future Vol, veh/h 5 75 15 10 160 10 20 40 10 10 15 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %6 6 6 5 5 5 5 5 5 0 0 0 Mvmt Flow 5 82 16 11 176 11 22 44 11 11 16 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.1 8.7 8.2 7.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %29% 5% 6% 29% Vol Thru, %57% 79% 89% 43% Vol Right, %14% 16% 6% 29% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 70 95 180 35 LT Vol 20 5 10 10 Through Vol 40 75 160 15 RT Vol 10 15 10 10 Lane Flow Rate 77 104 198 38 Geometry Grp 1 1 1 1 Degree of Util (X)0.1 0.128 0.239 0.049 Departure Headway (Hd)4.684 4.405 4.352 4.562 Convergence, Y/N Yes Yes Yes Yes Cap 766 815 827 786 Service Time 2.705 2.422 2.367 2.585 HCM Lane V/C Ratio 0.101 0.128 0.239 0.048 HCM Control Delay 8.2 8.1 8.7 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0.4 0.9 0.2 HCM 6th Signalized Intersection Summary RHA Sunset Gardens 1: NE SUNSET BLVD & NE 10TH ST 2022 without Project PM Timing Plan: PM Synchro 10 Report TSI 02/02/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 35 65 155 35 35 35 950 140 60 1025 25 Future Volume (veh/h) 20 35 65 155 35 35 35 950 140 60 1025 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1870 1870 1870 Adj Flow Rate, veh/h 21 36 68 161 36 36 36 990 146 62 1068 26 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 0 0 1 1 1 1 1 1 2 2 2 Cap, veh/h 114 136 199 330 65 50 70 1448 213 102 1705 42 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.04 0.46 0.46 0.06 0.48 0.48 Sat Flow, veh/h 146 631 927 981 302 234 1795 3129 461 1781 3545 86 Grp Volume(v), veh/h 125 0 0 233 0 0 36 566 570 62 535 559 Grp Sat Flow(s),veh/h/ln 1704 0 0 1517 0 0 1795 1791 1799 1781 1777 1854 Q Serve(g_s), s 0.0 0.0 0.0 3.7 0.0 0.0 1.0 12.7 12.7 1.7 11.4 11.4 Cycle Q Clear(g_c), s 3.1 0.0 0.0 6.9 0.0 0.0 1.0 12.7 12.7 1.7 11.4 11.4 Prop In Lane 0.17 0.54 0.69 0.15 1.00 0.26 1.00 0.05 Lane Grp Cap(c), veh/h 449 0 0 446 0 0 70 829 833 102 855 892 V/C Ratio(X)0.28 0.00 0.00 0.52 0.00 0.00 0.51 0.68 0.68 0.61 0.63 0.63 Avail Cap(c_a), veh/h 942 0 0 872 0 0 299 1458 1464 297 1446 1509 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.9 0.0 0.0 18.2 0.0 0.0 24.0 10.8 10.8 23.5 9.8 9.8 Incr Delay (d2), s/veh 0.3 0.0 0.0 1.0 0.0 0.0 5.7 1.0 1.0 5.7 0.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 2.1 0.0 0.0 4.2 0.0 0.0 0.9 7.4 7.5 1.5 6.5 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.3 0.0 0.0 19.2 0.0 0.0 29.7 11.8 11.8 29.2 10.6 10.6 LnGrp LOS B A A B A A C B B C B B Approach Vol, veh/h 125 233 1172 1156 Approach Delay, s/veh 17.3 19.2 12.3 11.6 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.4 28.1 15.5 6.5 29.0 15.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 41.5 26.5 8.5 41.5 26.5 Max Q Clear Time (g_c+I1), s 3.7 14.7 5.1 3.0 13.4 8.9 Green Ext Time (p_c), s 0.0 8.9 0.6 0.0 8.5 1.3 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B HCM 6th TWSC RHA Sunset Gardens 2: JEFFERSON AVE W & NE 10TH ST 2022 without Project PM Timing Plan: PM Synchro 10 Report TSI 02/02/2021 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 225 10 0 200 50 5 0 5 55 5 65 Future Vol, veh/h 30 225 10 0 200 50 5 0 5 55 5 65 Conflicting Peds, #/hr 2 0 2 2 0 2 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 0 0 0 0 0 0 0 0 0 Mvmt Flow 32 239 11 0 213 53 5 0 5 59 5 69 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 268 0 0 252 0 0 589 579 247 553 558 243 Stage 1 - - - - - - 311 311 - 242 242 - Stage 2 - - - - - - 278 268 - 311 316 - Critical Hdwy 4.12 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1296 - - 1325 - - 423 429 797 447 441 801 Stage 1 - - - - - - 704 662 - 766 709 - Stage 2 - - - - - - 733 691 - 704 659 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1294 - - 1322 - - 373 415 795 433 426 799 Mov Cap-2 Maneuver - - - - - - 373 415 - 433 426 - Stage 1 - - - - - - 682 641 - 742 708 - Stage 2 - - - - - - 664 690 - 679 639 - Approach EB WB NB SB HCM Control Delay, s 0.9 0 12.2 13.3 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)508 1294 - - 1322 - - 568 HCM Lane V/C Ratio 0.021 0.025 - - - - - 0.234 HCM Control Delay (s) 12.2 7.9 0 - 0 - - 13.3 HCM Lane LOS B A A - A - - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.9 HCM 6th TWSC RHA Sunset Gardens 3: Driveway/JEFFERSON AVE E & NE 10TH ST 2022 without Project PM Timing Plan: PM Synchro 10 Report TSI 02/02/2021 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 310 5 0 200 50 0 0 5 10 0 5 Future Vol, veh/h 0 310 5 0 200 50 0 0 5 10 0 5 Conflicting Peds, #/hr 8 0 0 0 0 8 0 0 0 3 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop 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, % 1 1 2 2 0 0 2 2 2 0 2 0 Mvmt Flow 0 337 5 0 217 54 0 0 5 11 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 279 0 0 342 0 0 588 619 343 597 594 253 Stage 1 - - - - - - 340 340 - 252 252 - Stage 2 - - - - - - 248 279 - 345 342 - Critical Hdwy 4.11 - - 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.209 - - 2.218 - - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 1289 - - 1217 - - 421 404 700 418 418 791 Stage 1 - - - - - - 675 639 - 757 698 - Stage 2 - - - - - - 756 680 - 675 638 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1279 - - 1217 - - 418 401 698 410 415 784 Mov Cap-2 Maneuver - - - - - - 418 401 - 410 415 - Stage 1 - - - - - - 675 639 - 751 692 - Stage 2 - - - - - - 750 675 - 668 638 - Approach EB WB NB SB HCM Control Delay, s 0 0 10.2 12.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)698 1279 - - 1217 - - 488 HCM Lane V/C Ratio 0.008 - - - - - - 0.033 HCM Control Delay (s) 10.2 0 - - 0 - - 12.6 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 HCM 6th AWSC RHA Sunset Gardens 4: KIRKLAND AVE NE & NE 10TH ST 2022 without Project PM Timing Plan: PM Synchro 10 Report TSI 02/02/2021 Intersection Intersection Delay, s/veh 9.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 230 55 20 180 10 30 25 10 10 30 25 Future Vol, veh/h 10 230 55 20 180 10 30 25 10 10 30 25 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %2 2 2 0 0 0 0 0 0 0 0 0 Mvmt Flow 10 237 57 21 186 10 31 26 10 10 31 26 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.1 9.3 8.8 8.5 HCM LOS B A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %46% 3% 10% 15% Vol Thru, %38% 78% 86% 46% Vol Right, %15% 19% 5% 38% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 65 295 210 65 LT Vol 30 10 20 10 Through Vol 25 230 180 30 RT Vol 10 55 10 25 Lane Flow Rate 67 304 216 67 Geometry Grp 1 1 1 1 Degree of Util (X)0.096 0.372 0.274 0.092 Departure Headway (Hd)5.153 4.408 4.558 4.955 Convergence, Y/N Yes Yes Yes Yes Cap 692 815 786 720 Service Time 3.207 2.444 2.596 3.01 HCM Lane V/C Ratio 0.097 0.373 0.275 0.093 HCM Control Delay 8.8 10.1 9.3 8.5 HCM Lane LOS A B A A HCM 95th-tile Q 0.3 1.7 1.1 0.3 HCM 6th Signalized Intersection Summary RHA Sunset Gardens 1: NE SUNSET BLVD & NE 10TH ST 2022 with Project AM Timing Plan: AM Synchro 10 Report TSI 03/29/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 15 75 116 15 51 70 705 92 21 760 20 Future Volume (veh/h) 20 15 75 116 15 51 70 705 92 21 760 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1767 1767 1767 1811 1811 1811 1841 1841 1841 Adj Flow Rate, veh/h 21 16 79 122 16 54 74 742 97 22 800 21 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 0 0 9 9 9 6 6 6 4 4 4 Cap, veh/h 130 69 215 291 40 76 117 1178 154 202 1506 40 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.07 0.39 0.39 0.12 0.43 0.43 Sat Flow, veh/h 167 370 1148 825 215 407 1725 3059 400 1753 3481 91 Grp Volume(v), veh/h 116 0 0 192 0 0 74 417 422 22 402 419 Grp Sat Flow(s),veh/h/ln 1686 0 0 1447 0 0 1725 1721 1739 1753 1749 1824 Q Serve(g_s), s 0.0 0.0 0.0 2.5 0.0 0.0 1.8 8.5 8.5 0.5 7.3 7.3 Cycle Q Clear(g_c), s 2.6 0.0 0.0 5.1 0.0 0.0 1.8 8.5 8.5 0.5 7.3 7.3 Prop In Lane 0.18 0.68 0.64 0.28 1.00 0.23 1.00 0.05 Lane Grp Cap(c), veh/h 414 0 0 407 0 0 117 663 670 202 757 789 V/C Ratio(X)0.28 0.00 0.00 0.47 0.00 0.00 0.63 0.63 0.63 0.11 0.53 0.53 Avail Cap(c_a), veh/h 1161 0 0 1032 0 0 299 1609 1626 304 1636 1706 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.3 0.0 0.0 16.2 0.0 0.0 19.6 10.8 10.8 17.2 9.0 9.0 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.8 0.0 0.0 5.5 1.0 1.0 0.2 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.6 0.0 0.0 2.9 0.0 0.0 1.5 4.8 4.9 0.3 3.9 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 0.0 0.0 17.1 0.0 0.0 25.1 11.8 11.8 17.4 9.6 9.6 LnGrp LOS B A A B A A C B B B A A Approach Vol, veh/h 116 192 913 843 Approach Delay, s/veh 15.7 17.1 12.9 9.8 Approach LOS B B B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.5 21.2 12.6 7.4 23.2 12.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 40.5 28.5 7.5 40.5 28.5 Max Q Clear Time (g_c+I1), s 2.5 10.5 4.6 3.8 9.3 7.1 Green Ext Time (p_c), s 0.0 6.1 0.6 0.0 5.9 1.1 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B HCM 6th TWSC RHA Sunset Gardens 2: JEFFERSON AVE W & NE 10TH ST 2022 with Project AM Timing Plan: AM Synchro 10 Report TSI 03/29/2021 Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 120 0 0 174 34 0 0 0 10 0 17 Future Vol, veh/h 23 120 0 0 174 34 0 0 0 10 0 17 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 1 1 0 2 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 3 3 3 3 3 0 0 0 0 0 0 Mvmt Flow 25 132 0 0 191 37 0 0 0 11 0 19 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 228 0 0 132 0 0 403 410 133 393 392 212 Stage 1 - - - - - - 182 182 - 210 210 - Stage 2 - - - - - - 221 228 - 183 182 - Critical Hdwy 4.13 - - 4.13 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.227 - - 2.227 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1334 - - 1447 - - 562 534 922 570 547 833 Stage 1 - - - - - - 824 753 - 797 732 - Stage 2 - - - - - - 786 719 - 823 753 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1334 - - 1447 - - 540 523 921 561 536 831 Mov Cap-2 Maneuver - - - - - - 540 523 - 561 536 - Stage 1 - - - - - - 808 738 - 781 732 - Stage 2 - - - - - - 767 719 - 806 738 - Approach EB WB NB SB HCM Control Delay, s 1.2 0 0 10.3 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)- 1334 - - 1447 - - 705 HCM Lane V/C Ratio - 0.019 - - - - - 0.042 HCM Control Delay (s) 0 7.8 0 - 0 - - 10.3 HCM Lane LOS A A A - A - - B HCM 95th %tile Q(veh) - 0.1 - - 0 - - 0.1 HCM 6th TWSC RHA Sunset Gardens 3: Driveway/JEFFERSON AVE E & NE 10TH ST 2022 with Project AM Timing Plan: AM Synchro 10 Report TSI 03/29/2021 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 99 0 0 203 0 0 0 0 0 0 5 Future Vol, veh/h 0 99 0 0 203 0 0 0 0 0 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 92 92 96 96 92 92 92 96 92 96 Heavy Vehicles, % 8 8 2 2 6 6 2 2 2 0 2 0 Mvmt Flow 0 103 0 0 211 0 0 0 0 0 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 211 0 0 103 0 0 317 314 103 314 314 211 Stage 1 - - - - - - 103 103 - 211 211 - Stage 2 - - - - - - 214 211 - 103 103 - Critical Hdwy 4.18 - - 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.272 - - 2.218 - - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 1325 - - 1489 - - 636 601 952 643 601 834 Stage 1 - - - - - - 903 810 - 796 728 - Stage 2 - - - - - - 788 728 - 908 810 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1325 - - 1489 - - 632 601 952 643 601 834 Mov Cap-2 Maneuver - - - - - - 632 601 - 643 601 - Stage 1 - - - - - - 903 810 - 796 728 - Stage 2 - - - - - - 783 728 - 908 810 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)- 1325 - - 1489 - - 834 HCM Lane V/C Ratio - - - - - - - 0.006 HCM Control Delay (s) 0 0 - - 0 - - 9.3 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0 HCM 6th AWSC RHA Sunset Gardens 4: KIRKLAND AVE NE & NE 10TH ST 2022 with Project AM Timing Plan: AM Synchro 10 Report TSI 03/29/2021 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 76 17 10 162 10 24 40 10 10 15 12 Future Vol, veh/h 6 76 17 10 162 10 24 40 10 10 15 12 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %6 6 6 5 5 5 5 5 5 0 0 0 Mvmt Flow 7 84 19 11 178 11 26 44 11 11 16 13 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.1 8.8 8.3 7.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %32% 6% 5% 27% Vol Thru, %54% 77% 89% 41% Vol Right, %14% 17% 5% 32% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 74 99 182 37 LT Vol 24 6 10 10 Through Vol 40 76 162 15 RT Vol 10 17 10 12 Lane Flow Rate 81 109 200 41 Geometry Grp 1 1 1 1 Degree of Util (X)0.107 0.134 0.243 0.051 Departure Headway (Hd)4.716 4.418 4.372 4.559 Convergence, Y/N Yes Yes Yes Yes Cap 761 813 822 786 Service Time 2.738 2.437 2.391 2.585 HCM Lane V/C Ratio 0.106 0.134 0.243 0.052 HCM Control Delay 8.3 8.1 8.8 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.5 1 0.2 HCM 6th TWSC RHA Sunset Gardens 5: JEFFERSON AVE W & RESIDENTIAL DRWY 2022 with Project AM Timing Plan: AM Synchro 10 Report TSI 03/29/2021 Intersection Int Delay, s/veh 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 15 5 30 35 5 15 Future Vol, veh/h 15 5 30 35 5 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, %0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 5 33 38 5 16 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 78 52 0 0 71 0 Stage 1 52 - - - - - Stage 2 26 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 925 1016 - - 1529 - Stage 1 970 - - - - - Stage 2 997 - - - - - Platoon blocked, %- -- Mov Cap-1 Maneuver 922 1016 - - 1529 - Mov Cap-2 Maneuver 922 - - - - - Stage 1 970 - - - - - Stage 2 994 - - - - - Approach WB NB SB HCM Control Delay, s 8.9 0 1.8 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 944 1529 - HCM Lane V/C Ratio - - 0.023 0.004 - HCM Control Delay (s) - - 8.9 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th Signalized Intersection Summary RHA Sunset Gardens 1: NE SUNSET BLVD & NE 10TH ST 2022 with Project PM Timing Plan: PM Synchro 10 Report TSI 03/29/2021 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 35 65 162 35 36 35 950 143 60 1025 25 Future Volume (veh/h) 20 35 65 162 35 36 35 950 143 60 1025 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1885 1885 1885 1870 1870 1870 Adj Flow Rate, veh/h 21 36 68 169 36 38 36 990 149 62 1068 26 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 0 0 1 1 1 1 1 1 2 2 2 Cap, veh/h 125 141 207 353 65 53 72 1312 197 106 1560 38 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.04 0.42 0.42 0.06 0.44 0.44 Sat Flow, veh/h 144 633 927 982 291 236 1795 3119 469 1781 3545 86 Grp Volume(v), veh/h 125 0 0 243 0 0 36 568 571 62 535 559 Grp Sat Flow(s),veh/h/ln 1705 0 0 1510 0 0 1795 1791 1797 1781 1777 1854 Q Serve(g_s), s 0.0 0.0 0.0 3.7 0.0 0.0 0.9 12.3 12.3 1.5 11.0 11.0 Cycle Q Clear(g_c), s 2.8 0.0 0.0 6.5 0.0 0.0 0.9 12.3 12.3 1.5 11.0 11.0 Prop In Lane 0.17 0.54 0.70 0.16 1.00 0.26 1.00 0.05 Lane Grp Cap(c), veh/h 473 0 0 471 0 0 72 753 756 106 782 816 V/C Ratio(X)0.26 0.00 0.00 0.52 0.00 0.00 0.50 0.75 0.76 0.58 0.68 0.68 Avail Cap(c_a), veh/h 754 0 0 714 0 0 201 916 919 199 908 948 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.8 0.0 0.0 16.1 0.0 0.0 21.4 11.2 11.2 20.9 10.2 10.2 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.9 0.0 0.0 5.3 2.9 2.9 5.0 1.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.8 0.0 0.0 3.8 0.0 0.0 0.8 7.7 7.8 1.3 6.5 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.1 0.0 0.0 16.9 0.0 0.0 26.7 14.1 14.1 25.9 12.0 11.9 LnGrp LOS B A A B A A C B B C B B Approach Vol, veh/h 125 243 1175 1156 Approach Delay, s/veh 15.1 16.9 14.5 12.7 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.2 23.7 14.7 6.3 24.6 14.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.1 23.3 18.1 5.1 23.3 18.1 Max Q Clear Time (g_c+I1), s 3.5 14.3 4.8 2.9 13.0 8.5 Green Ext Time (p_c), s 0.0 4.9 0.5 0.0 5.1 1.0 Intersection Summary HCM 6th Ctrl Delay 14.0 HCM 6th LOS B HCM 6th TWSC RHA Sunset Gardens 2: JEFFERSON AVE W & NE 10TH ST 2022 with Project PM Timing Plan: PM Synchro 10 Report TSI 03/29/2021 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 225 10 0 192 53 5 0 5 65 5 81 Future Vol, veh/h 34 225 10 0 192 53 5 0 5 65 5 81 Conflicting Peds, #/hr 2 0 2 2 0 2 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 0 0 0 0 0 0 0 0 0 Mvmt Flow 36 239 11 0 204 56 5 0 5 69 5 86 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 262 0 0 252 0 0 598 581 247 553 558 235 Stage 1 - - - - - - 319 319 - 234 234 - Stage 2 - - - - - - 279 262 - 319 324 - Critical Hdwy 4.12 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1302 - - 1325 - - 417 428 797 447 441 809 Stage 1 - - - - - - 697 657 - 774 715 - Stage 2 - - - - - - 732 695 - 697 653 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1300 - - 1322 - - 359 413 795 432 425 807 Mov Cap-2 Maneuver - - - - - - 359 413 - 432 425 - Stage 1 - - - - - - 673 635 - 748 714 - Stage 2 - - - - - - 648 694 - 670 631 - Approach EB WB NB SB HCM Control Delay, s 1 0 12.4 13.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)495 1300 - - 1322 - - 575 HCM Lane V/C Ratio 0.021 0.028 - - - - - 0.279 HCM Control Delay (s) 12.4 7.8 0 - 0 - - 13.7 HCM Lane LOS B A A - A - - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 1.1 HCM 6th TWSC RHA Sunset Gardens 3: Driveway/JEFFERSON AVE E & NE 10TH ST 2022 with Project PM Timing Plan: PM Synchro 10 Report TSI 03/29/2021 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 315 5 0 202 5 0 0 5 10 0 5 Future Vol, veh/h 0 315 5 0 202 5 0 0 5 10 0 5 Conflicting Peds, #/hr 8 0 0 0 0 8 0 0 0 3 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop 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, % 1 1 2 2 0 0 2 2 2 0 2 0 Mvmt Flow 0 342 5 0 220 5 0 0 5 11 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 233 0 0 347 0 0 571 578 348 581 578 232 Stage 1 - - - - - - 345 345 - 231 231 - Stage 2 - - - - - - 226 233 - 350 347 - Critical Hdwy 4.11 - - 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.209 - - 2.218 - - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 1340 - - 1212 - - 432 427 695 428 427 812 Stage 1 - - - - - - 671 636 - 776 713 - Stage 2 - - - - - - 777 712 - 671 635 - Platoon blocked, %- -- - Mov Cap-1 Maneuver 1330 - - 1212 - - 429 424 693 420 424 805 Mov Cap-2 Maneuver - - - - - - 429 424 - 420 424 - Stage 1 - - - - - - 671 636 - 770 707 - Stage 2 - - - - - - 771 706 - 664 635 - Approach EB WB NB SB HCM Control Delay, s 0 0 10.2 12.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)693 1330 - - 1212 - - 500 HCM Lane V/C Ratio 0.008 - - - - - - 0.033 HCM Control Delay (s) 10.2 0 - - 0 - - 12.4 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 HCM 6th AWSC RHA Sunset Gardens 4: KIRKLAND AVE NE & NE 10TH ST 2022 with Project PM Timing Plan: PM Synchro 10 Report TSI 03/29/2021 Intersection Intersection Delay, s/veh 9.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 231 58 20 181 10 31 25 10 10 30 26 Future Vol, veh/h 11 231 58 20 181 10 31 25 10 10 30 26 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %2 2 2 0 0 0 0 0 0 0 0 0 Mvmt Flow 11 238 60 21 187 10 32 26 10 10 31 27 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 10.1 9.4 8.8 8.5 HCM LOS B A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %47% 4% 9% 15% Vol Thru, %38% 77% 86% 45% Vol Right, %15% 19% 5% 39% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 66 300 211 66 LT Vol 31 11 20 10 Through Vol 25 231 181 30 RT Vol 10 58 10 26 Lane Flow Rate 68 309 218 68 Geometry Grp 1 1 1 1 Degree of Util (X)0.098 0.379 0.276 0.094 Departure Headway (Hd)5.171 4.415 4.571 4.965 Convergence, Y/N Yes Yes Yes Yes Cap 689 813 783 718 Service Time 3.229 2.45 2.611 3.022 HCM Lane V/C Ratio 0.099 0.38 0.278 0.095 HCM Control Delay 8.8 10.1 9.4 8.5 HCM Lane LOS A B A A HCM 95th-tile Q 0.3 1.8 1.1 0.3 HCM 6th TWSC RHA Sunset Gardens 5: JEFFERSON AVE W & RESIDENTIAL DRWY 2022 with Project PM Timing Plan: PM Synchro 10 Report TSI 03/29/2021 Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 26 5 80 8 5 115 Future Vol, veh/h 26 5 80 8 5 115 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, %0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 28 5 87 9 5 125 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 227 92 0 0 96 0 Stage 1 92 - - - - - Stage 2 135 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 761 965 - - 1498 - Stage 1 932 - - - - - Stage 2 891 - - - - - Platoon blocked, %- -- Mov Cap-1 Maneuver 758 965 - - 1498 - Mov Cap-2 Maneuver 758 - - - - - Stage 1 932 - - - - - Stage 2 887 - - - - - Approach WB NB SB HCM Control Delay, s 9.8 0 0.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 785 1498 - HCM Lane V/C Ratio - - 0.043 0.004 - HCM Control Delay (s) - - 9.8 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 -