Pixel Apartments

Updated Transportation Impact Study April 2, 2021

Prepared for: Bel-Red Partners, LLC 10400 NE 4 th Street, Suite 2224 Bellevue, WA 98004

Prepared by:

TENW Transportation Engineering NorthWest

11400 SE 8 th Street, Suite 200 Bellevue, WA 98004 (425) 889-6747

Updated Transportation Impact Study Pixel Apartments – Overlake, Redmond WA

Table of Contents

FINDINGS/CONCLUSIONS ...... 1 INTRODUCTION ...... 3 Project Description ...... 3 Project Approach ...... 3 Primary Data and Information Sources ...... 4 EXISTING CONDITIONS ...... 7 Roadway Network ...... 7 Nonmotorized Transportation Facilities ...... 7 Transit Service...... 7 Collision History ...... 9 Existing Traffic Volumes ...... 10 Existing Level of Service ...... 12 FUTURE CONDITIONS ...... 13 Planned Transportation Improvements ...... 13 Overlake Neighborhood Plan ...... 15 Project Trip Generation ...... 18 Project Trip Distribution and Assignment ...... 19 Transportation Concurrency ...... 19 Future Traffic Operations ...... 19 Future Traffic Volumes ...... 19 Future Level of Service ...... 22 Site Access Analysis ...... 23 Parking ...... 24 MITIGATION ...... 24 Frontage Improvements ...... 24 Off-Site Improvements ...... 25 Transportation Impact Fees ...... 25

Appendices Appendix A – Level of Service (LOS) Calculations at Study Intersections Appendix B – Detailed Trip Generation Calculations Appendix C – Concurrency Application

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Figures Figure 1 Project Site Vicinity ...... 5 Figure 2 Preliminary Site Plan ...... 6 Figure 3 2020 Existing Weekday PM Peak Hour Traffic Volumes ...... 11 Figure 4 Weekday PM Peak Hour Project Trip Distribution and Assignment ...... 20 Figure 5 2023 Without Project Weekday PM Peak Hour Traffic Volumes ...... 21 Figure 6 2023 With Project Weekday PM Peak Hour Traffic Volumes ...... 22

Tables Table 1 Existing Study Area Roadway Network ...... 7 Table 2 Collision Data Summary, January 1, 2017 to December 31, 2019 ...... 9 Table 3 Collision Data Summary by Type, January 1, 2017 to December 31, 2019 ...... 9 Table 4 2020 Existing PM Peak Hour Level of Service Summary ...... 12 Table 5 Vehicular Trip Generation Summary ...... 18 Table 6 Future 2023 PM Peak Hour Level of Service Summary ...... 23 Table 7 PM Peak Hour Site Access LOS and Queue Summary ...... 24

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FINDINGS/CONCLUSIONS This traffic impact analysis has been prepared for the proposed Pixel Apartments project located at 15424 Bel-Red Road within OV Zone 1 of the Overlake Urban Center neighborhood of Redmond, WA. This is an update to the previous TIA dated February 4, 2021 and addresses comments received from the City of Redmond on March 23, 2021. Project Proposal . The proposed Pixel Apartments project includes the development of up to 179 residential apartment units and 500 square feet (sf) of ground floor miscellaneous retail space. The existing site is currently occupied by a 3,360-sf office building which would be demolished as part of the proposed project. Vehicular access to/from the site is proposed to continue to be provided from the existing right-in, right- out only driveway on Bel-Red Road through an access easement from the neighboring property to the northeast. The project is anticipated to be completed and occupied in 2023. Trip Generation . The proposed Pixel Apartments project is estimated to generate 939 net new weekday daily trips, with 55 net new trips occurring during the weekday AM peak hour (11 in, 44 out), and 71 net new trips occurring during the weekday PM peak hour (45 in, 26 out). Transportation Concurrency . A concurrency application has been submitted to the City of Redmond. It is anticipated that transportation concurrency will be satisfied for the proposed project. Traffic Operations Analysis . A level of service (LOS) analysis was conducted at five off-site study intersections during the weekday PM peak hour. Based on the results, all study intersections are anticipated to operate at LOS E or better in 2023 without or with the proposed Pixel Apartments project during the PM peak hour. Site Access Analysis . Results of the LOS and queue analysis at the proposed site driveway on Bel- Red Road show that the controlled movement exiting the site is anticipated to operate at LOS B during the weekday PM peak hour with minimal queuing (25 feet or less). Parking . The applicant is proposing a parking ratio for the residential component of the project that is below the current City of Redmond Zoning Code requirements. A parking modification memo dated November 19, 2020 was submitted separately to the City requesting a residential parking ratio of 0.59 stalls per dwelling unit rather than the code-required 1.25 stalls per dwelling unit. Although the unit counts might fluctuate throughout the entitlement process, the applicant is requesting the CityÊs approval of a minimum residential parking ratio of 0.59 stalls per dwelling unit (a minimum of 106 parking stalls based on 179 units). Parking for the commercial retail use is proposed to meet minimum code requirements of 2.0 stalls per 1,000 sf (a minimum of 1 retail parking stall based on 500 sf). Mitigation Frontage Improvements Bel-Red Road: • New sidewalk and planter strip with street trees. • Replacement of traffic loop detectors on Bel-Red Road after construction. NE 24 th Street: • New sidewalk and planter strip with street trees.

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Dedicated Plaza Area & Urban Pathway: • New 14-ft wide urban pathway along the western edge of the property per Overlake Neighborhood Plan and Redmond Zoning Code 21.12.030. • New Dedicated Plaza Area (1,360 sf) for public use located south of the project site (northwest corner of the intersection of Bel-Red Road and NE 24 th Street). This plaza would serve as a communal gathering space and seating area with water fountain, bicycle parking, access to the RapidRide bus station on NE 24 th Street, and other public benefits. It would also serve as a rest area to the adjacent 14-ft wide Overlake Village urban pathway located along the western boundary of the property which provides connection to the future Overlake Village Link light rail station. Off-Site Improvements Based on the results of the analysis shown in this report, no project-specific off-site transportation mitigation is proposed for concurrency or SEPA purposes. Transportation Impact Fees Long-term traffic impacts in the City of Redmond are mitigated by the projects included in the CityÊs Transportation Facilities Plan (TFP). The TFP projects are funded through the payment of City of Redmond transportation impact fees. Based on this process, a fee is assessed upon a development to pay for a proportionate share of the cost of public facilities needed to serve new growth and development. As of the date of this study, the adopted impact fee schedule for Overlake Urban Center permits issued in 2021 identifies a fee of $4,587.74 per dwelling unit for the proposed multifamily units and $17.66 per square foot for the proposed miscellaneous retail. For existing use impact fee credits, the 2021 schedule identifies a fee of $21.73 per square foot for office use. The applicant will pay the fees based on the size of the proposed land uses and impact fee rates in effect at the time of building permit issuance.

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INTRODUCTION This traffic impact analysis has been prepared for the proposed Pixel Apartments project located at 15424 Bel-Red Road within OV Zone 1 of the Overlake Urban Center neighborhood of Redmond, WA (see Figur e 1 ). This is an update to the previous TIA dated February 4, 2021 and addresses comments received from the City of Redmond on March 23, 2021.

Project Description The proposed Pixel Apartments project includes the development of up to 179 residential apartment units and 500 square feet (sf) of ground floor miscellaneous retail space. The existing site is currently occupied by a 3,360-sf office building which would be demolished as part of the proposed project. Vehicular access to/from the site is proposed to continue to be provided from the existing right-in, right-out only driveway on Bel-Red Road through an access easement from the neighboring property to the northeast. The project is anticipated to be completed and occupied in 2023. A preliminary site plan is shown in Figure 2 .

Project Approach The specific scope items used in the evaluation of traffic impacts were discussed and confirmed by City staff. To analyze the traffic impacts from the Pixel Apartments project, the following tasks were undertaken: • Assessed existing conditions through field reconnaissance and reviewed existing planning documents. • Described existing roads, non-motorized facilities, and transit facilities in the project vicinity. • Documented the most recent 3-year traffic collisions at the study intersections. • Documented existing traffic volumes and intersection LOS during the weekday PM peak hour. • Documented future planned roadway improvements in the project vicinity. • Developed weekday daily, AM, and PM peak hour trip generation estimates. • Assigned weekday PM peak hour project-generated trips. • Analyzed weekday PM peak hour LOS for future conditions without and with the project at the following study intersections: 1. 156 th Ave NE / Bel-Red Road 2. 156 th Ave NE / NE 24 th Street 3. Bel-Red Rd / NE 24 th Street 4. 152 nd Avenue NE / NE 24 th Street 5. Bel-Red Rd / NE 20 th Street • Analyzed the weekday PM peak hour operations at the site access driveway on Bel-Red Road.

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• Conducted a parking assessment. • Documented proposed traffic mitigation including frontage/access improvements, off- site improvements, and payment of transportation impact fees.

Primary Data and Information Sources • Institute of Transportation Engineers (ITE), Trip Generation Manual , 10 th Edition, 2017. • Institute of Transportation Engineers (ITE), Trip Generation Handbook , 3 rd Edition, 2017. • WSDOT collision data, January 1, 2017 to December 31, 2019. • 2019 PM peak hour traffic counts, City of Redmond and All Traffic Data. • City of Redmond, 2021 - 2026 Transportation Improvement Program (TIP) . • City of Redmond, Transportation Master Plan , August 2013, including the Transportation Facilities Plan (2013-2030) and Unfunded Buildout Plan . • City of Bellevue, 2021 - 2026 Transportation Improvement Program (TIP) . • Sound Transit website, January 14, 2021. • Highway Capacity Manual (HCM), 6th Edition, 2016. • City of Redmond Impact Fee Schedule , effective January 1, 2021.

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Figure 1 Project Site Vicinity

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Figure 2 Preliminary Site Plan

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EXISTING CONDITIONS

Roadway Network Table 1 describes the existing characteristics of the streets that would be used as primary routes to and from the site. Roadway characteristics are described in terms of orientation, arterial classification, number of lanes, posted speed limits, parking, pedestrian facilities, and bicycle facilities. The relationship of these roadways to the project site is shown in Figure 1 . An aerial view of the transportation network in the site vicinity is shown on the next page. Table 1 Existing Study Area Roadway Network

# of Posted Arterial Travel Speed Limit Bicycle Roadway Orientation Classification Lanes (mph) Parking Sidewalks Facilities

Principal/ Major Bel-Red Rd NE/SW 4 35/40 No Both Sides None Arterial

NE 24th Street E/W Minor Arterial 4 30 No Both Sides None

156 th Ave NE N/S Minor Arterial 4 35 No Both Sides None

Bike Lanes/ 152 nd Ave NE N/S Minor Arterial 2/4 30 No Both Sides Sharrows

NE 20 th Street E/W Minor Arterial 4/5 35 No Both Sides None

Nonmotorized Transportation Facilities Pedestrian facilities in the immediate project vicinity include sidewalks on all streets adjacent to the project site. Curb ramps and crosswalks with pedestrian push buttons are provided at most of the signalized study intersections, with one exception - no crosswalk is provided on the west leg (NE 20 th Street) of the Bel-Red Rd/ NE 20 th Street intersection. Bicycle facilities in the project vicinity include bike lanes or sharrow markings on both sides of 152nd Ave NE.

Transit Service King County Metro provides public transportation services in the immediate vicinity of the proposed project. Four bus routes are currently located on 156 th Ave NE, 152 nd Ave NE, NE 24 th Street, NE 20 th Street, and Bel-Red Road (Routes 226, 245, 269, and RapidRide B-Line). The nearest transit stops in the project vicinity are located on NE 24 th Street (west of Bel-Red Road), and on 156 th Ave NE (north and south of NE 24 th Street). In addition, the Overlake Park and Ride is located approximately 0.30 miles northwest of the project site. Route 226 offers weekday and weekend transit service between the Eastgate Park & Ride and the Bellevue Transit Center. The current schedule for Route 226 includes approximately 30 to 60-minute headways from 5:10 a.m. to 12:30 a.m. on a typical weekday.

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Route 24 5 offers weekday and weekend transit service from the Kirkland Transit Center to Crossroads and to Factoria. The current schedule for Route 245 includes approximately 15 to 60-minute headways from 5:45 a.m. to 11:45 p.m. on a typical weekday. Route 269 offers weekday transit service from the Issaquah Transit Center to the Overlake Park & Ride. The current schedule for Route 269 includes approximately 30-minute headways from 6:00 a.m. to 8:00 pm on a typical weekday. RapidRide B -Line offers weekday and weekend transit service between the Bellevue Transit Center and the Redmond Transit Center. The current schedule for Rapid Ride B-Line includes approximately 15 to 30-minute headways from 4:20 a.m. to 1:00 a.m. on a typical weekday.

Aerial View of Project Vicinity (20 19 )

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Collision History Intersection Collisions Collisions at the study intersections were summarized for the most recent three-year period from January 1, 2017 to December 31, 2019. Collision data was provided by the Washington State Department of Transportation (WSDOT). Summaries of the total, yearly average, and collisions per million entering vehicles (MEV) are provided in Table 2. Summaries of collisions by type are provided in Table 3.

Table 2 Collision Data Summary, January 1, 2017 to December 31, 2019

3-Year Average Total Annual Estimated Collisions 1 2 2017 2018 Intersection 2019 Collisions Collisions AWDT per MEV 156 th Ave NE / Bel-Red Road 10 4 8 22 7.33 3,051 0.66 156 th Ave NE / NE 24 th Street 8 8 5 21 7.00 2,937 0.65 Bel-Red Road / NE 24 th Street 11 7 5 23 7.67 2,798 0.75 152 nd Ave NE / NE 24 th Street 8 8 7 23 7.67 2,838 0.74 Bel-Red Road / NE 20th Street 1 5 3 9 3.00 2,891 0.28

Source: WSDOT Collision Records. 1 AWDT = Average Weekday Daily Traffic. Estimated daily volumes are based on 2019 PM volumes and a K-factor of 10. 2 MEV = Million Entering Vehicles for intersections.

Table 3 Collision Data Summary by Type, January 1, 2017 to December 31, 2019 Collision Type

Average 3-Year Annual Total Collision

Intersection Collisions Rate Approach Turn Parked Veh/ Fixed Object Sideswipe Right Angle Rear-end Ped/Bike Involved Other 156 th Ave NE / Bel-Red Road 22 7.33 10 0 0 10 2 0 0 156 th Ave NE / NE 24 th Street 21 7.00 7 0 3 8 2 0 1 Bel-Red Road / NE 24 th Street 23 7.67 8 0 4 7 3 0 1 152 nd Ave NE / NE 24 th Street 23 7.67 7 0 1 8 4 1 2 Bel-Red Road / NE 20th Street 9 3.00 0 1 3 1 2 0 2

Source: WSDOT Collision Records.

Intersection collision rates over 1.0 collision per MEV generally warrant further review to determine if any patterns exist. Based on the collision data, none of the study intersections have a rate that exceeds 1.0 collision per MEV.

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Existing Traffic Volumes Existing weekday PM peak hour traffic volumes at the study intersections and site access were based on 2019 traffic counts obtained from the City of Redmond and All Traffic Data. To estimate 2020 traffic volumes, a 2 percent annual growth rate was applied to the 2019 traffic counts. Figure 3 illustrates the existing 2020 PM peak hour traffic volumes at the study intersections and site access.

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Figure 3 2020 Existing Weekday PM Peak Hour Traffic Volumes

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Existing Level of Service An existing weekday PM peak hour level of service (LOS) analysis was conducted at the following signalized study intersections impacted by at least 20 new PM peak hour trips: 1. 156 th Ave NE / Bel-Red Road 2. 156 th Ave NE / NE 24th Street 3. Bel-Red Rd / NE 24 th Street 4. 152 nd Avenue NE / NE 24th Street 5. Bel-Red Rd / NE 20th Street Level of service calculations at the intersections were based on methodology and procedures outlined in the latest Highway Capacity Manual (6 th Edition) using Synchro 10 software. LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes intersection LOS. At signalized intersections, LOS A represents free-flow conditions (motorists experience little or no delays), and LOS F represents forced-flow conditions where motorists experience an average delay in excess of 80 seconds per vehicle. Existing signal timing used in the analysis was provided by the City of Bellevue. The City of Bellevue uses the Sydney Coordinated Adaptive Traffic System (SCATS) to control traffic operations at intersections. SCATS makes constant adjustments to signal operations in response to the real-time traffic situation, thereby reducing travel delay. Synchro is not able to account for the additional benefit of adaptive signals. Therefore, the LOS reported by Synchro could be considered conservative. The 2020 existing weekday PM peak hour LOS analysis results at the study intersections are summarized in Table 4. The 2020 existing LOS worksheets are included in Appendix A.

Table 4 2020 Existing PM Peak Hour Level of Service Summary

2020 Existing PM Peak Hour Signalized Study Intersection LOS Delay (sec) 1. 156 th Ave NE / Bel-Red Road D 38.2 2. 156 th Ave NE / NE 24 th Street D 40.6

3. Bel-Red Road / NE 24 th Street D 38.7 4. 152 nd Ave NE / NE 24 th Street 1 D 38.1 5. Bel-Red Road / NE 20 th Street C 26.6

1. LOS reported for 152 nd Avenue NE/ NE 24 th Street is based on Synchro 10 methodology due to incompatibility of phasing sequence with HCM6 methodology. As shown in Table 4, all signalized study intersections currently operate at LOS D or better during the weekday PM peak hour.

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FUTURE CONDITIONS

Planned Transportation Improvements Numerous transportation improvements are planned by the City of Redmond, City of Bellevue, and Sound Transit in the immediate project vicinity based on our review of the following sources:  City of Redmond 2021 - 2026 Transportation Improvement Program (TIP).  City of Redmond Transportation Master Plan , August 2013, including the Transportation Facilities Plan (2013-2030) and Unfunded Buildout Plan.  City of Bellevue 2021 - 2026 Transportation Improvement Program (TIP).  Sound Transit East Link Light Rail Planning City of Redmond Key P rojects :

CITY OF REDMOND 20 21 -202 6 TIP

PROJECT SITE

• 156th Ave NE and Bel-Red Southbound Right Turn Lane (TIP C45): This project would construct a southbound right-turn lane at the intersection of 156 th Ave NE and Bel-Red Rd.

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• Overlake Access Ramp (TIP C56): This project would construct an eastbound access ramp from SR 520 to a roundabout at 150 th Ave NE and interim at-grade roadway connection between the roundabout and 152 nd Ave NE. • 152 nd Ave NE Improvements – NE 24 th St to NE 31 st St (TIP C57) & NE 20 th St to NE 24 th St (TIP C69, Unfunded Buildout Plan Project 49): This project would make multimodal improvements on 152 nd Ave NE to include one through lane in each direction, turn lanes, cycle tracks, on-street parking, sidewalks, and additional pedestrian amenities, per the Overlake Village Street Design Guidelines. Half-street frontage improvements on the west side of 152nd Ave NE are to be installed by KCC Limited Edition Development Agreement. • 152 nd Ave NE Pedestrian Crossing at NE 21 st Street (TIP Project S57, Unfunded Buildout Plan Project 284): This project includes a rectangular rapid flashing beacon (RRFB) pedestrian crossing at the intersection of 152 nd Ave NE and NE 21 st Street. • NE 24 th St Multimodal Improvements – 148 th Ave NE to Bel-Red Road (TIP C80): This project would construction 6-ft cycle tracks on both sides of the street, separated from travel lanes by a continuous 6.5-ft planter strip. Sidewalks would also be expanded to 9 ft starting from back of cycle track. • NE 24 th Street Access Management – 148 th Ave NE to Bel-Red Road (Unfunded Buildout Plan Project 285): This project would implement more stringent access management along NE 24 th St from 148 th Ave NE to Bel-Red Rd to improve efficiency and safety in the corridor. • NE 24 th St and Bel-Red Rd Southbound Right Turn Lane (TIP S66): This project has been completed. • NE 22 nd Street, East – 152 nd Ave NE to Bel-Red Road (Unfunded Buildout Plan Project 290): This project includes a new NE 22 nd Street built as a local access street with on-street parking and one through lane in each direction. Major street connections would be signalized.

UNFUNDED BUILDOUT PLAN - OVERLAKE

PROJECT SITE

• Bel-Red Road Widening between NE 20 th Street and NE 24 th Street (Unfunded Buildout Plan Project 375, see also City of Bellevue TIP #58 below): This project includes widening of Bel-Red Road from

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NE 20 th Street to NE 24 th Street to include two lanes in each direction with a center turn lane, bike lanes, curb, gutter, sidewalks, streetlights, and storm drainage. City of Bellevue Key P rojects : • Bel-Red Road – NE 20 th St to NE 24 th St (City of Bellevue 2021-2026 TIP #58): This project would widen the roadway to five lanes, including two travel lanes in each direction with a center turn-lane, and bicycle lanes (consistent with City of Redmond Buildout Plan Project 375 above). Sound Transit East Link Light Rail Extension (Northgate -Redmond), 2023 : • The East Link Light Rail Extension (Northgate-Redmond) will give riders a fast, frequent, and reliable connection from Downtown Bellevue to Redmond Overlake, downtown Seattle, Sea-Tac Airport, the University of Washington and beyond. The Pixel Apartments project will be within approximately 0.5 miles from the planned Sound Transit Light Rail Overlake Village Station. East Link is expected to be open for operations in 2023. An overview of the Link Light Rail system extension through Bellevue and Overlake is shown below.

Overlake Neighborhood Plan The proposed Pixel Apartments project is located in RedmondÊs Overlake Neighborhood which is made up of mixed-use and commercial areas, corporate campuses, and residential neighborhoods. For decades, development of the Overlake Neighborhood has been guided by the Overlake Neighborhood Plan (ONP) which has been developed (and amended) in partnership and close coordination with the areaÊs business and property owners, people who live and work in the area, interested community members, Redmond elected officials and members of several boards and commissions. In general, the ONPÊs vision is for Overlake to be a vibrant urban center that provides excellent opportunities to live, raise a family, work, develop a business, shop, and recreate. This includes promoting an urban environment that is enhanced with abundant landscaping, parks, plazas, and open spaces; provides attractive and safe places to live close amenities; meets community needs for employment, shopping, recreation, and other uses; is oriented toward

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pedestrians and bicyclists; and offers strong multi-modal connections including with regional and high-capacity transit/ light rail. The proposed Pixel Apartments project aligns well with the ONPÊs vision in a number of ways. In addition to providing an attractive and safe place to live in the heart of Overlake Village, the project will also dedicate space along its southern and western borders to accommodate a Dedicated Plaza Area and an urban pathway as described below: Dedicated Plaza Area: The 1,360 square feet of Dedicated Plaza Area would be located on the south side of the project site (in the northwest corner of the intersection of Bel-Red Road and NE 24 th Street). The plaza is proposed for public use and would serve as a communal gathering space and seating area with water fountain, bicycle parking, access to the RapidRide bus station on NE 24 th Street, and other public benefits. It would also serve as a rest area to the adjacent 14-ft wide Overlake Village urban pathway located along the western boundary of the property which would connect to the future Overlake Village Link light rail station. The plaza would be designed to elevate the street corner to include trees, ornamental fencing, polished rock seating, Corten planter walls, decorative planters, etc. which are all aligned with the vision of the Overlake Neighborhood Plan to provide abundant landscaping, parks, plazas, and open spaces. A rendering of this dedicated plaza area is shown below.

Urban Pathway: A14-foot wide urban pathway would be constructed along the western boundary of the project site. This urban pathway would complete a segment of the overall urban pathway network envisioned for Overlake Village according to the Overlake Neighborhood Plan and the Overlake Village Subarea Map in the Redmond Zoning Code 21.12.030 (see image on the following page) and would contribute towards a more pedestrian/ bicyclist friendly design by providing a multi-modal connection to RapidRide, the Overlake transit center, and the future Overlake Village Link light rail station.

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PROJECT SITE

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Project Trip Generation The trip generation estimates for the proposed and existing uses were based on methodology documented in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10 th Edition for Land Use Code (LUC) 221 (Multi-Family Housing (mid-rise)) and LUC 820 (Shopping Center). It should be noted that as a conservative measure, no adjustments to the gross trip generation of the proposed retail use were made to account for pass-by trips. TOD and Non-Vehicle Trips. It is anticipated that there will be a reduction to the gross trip generation of the proposed residential use as a result of TOD and non-vehicle trips. The TOD and non-vehicle trips include walking, biking, and transit trips and reflect the siteÊs location adjacent to frequent transit service (King County Metro Rapid Ride B line), the siteÊs location adjacent to the Overlake Park and Ride, and the siteÊs proximity to the planned Sound Transit Light Rail Overlake Village Station. Per direction from the City of Redmond, no adjustments were applied to the gross trip generation of the proposed residential use to account for TOD and non-vehicle trips. Therefore, the trip generation estimate for the residential use should be considered conservative. The net new trips associated with the Pixel Apartments development were determined by estimating the total trips from the proposed project and then subtracting out the trips generated by the existing office use. The resulting net new weekday daily, AM peak hour, and PM peak hour trip generation estimates for the Pixel Apartments project are summarized in Table 5. Detailed trip generation estimates are included in Appendix B. Table 5 Vehicular Trip Generation Summary

Net New Trips Generated

Time Period In Out Total Weekday Daily 470 469 939 Weekday AM Peak Hour 11 44 55 Weekday PM Peak Hour 45 26 71

As shown in Table 5, after accounting for credit for the existing use, the proposed Pixel Apartments project is estimated to generate 939 net new weekday daily trips, with 55 net new trips occurring during the weekday AM peak hour (11 in, 44 out), and 71 net new trips occurring during the weekday PM peak hour (45 in, 26 out).

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Project Trip Distribution and Assignment The distribution of project trips generated by the proposed Pixel Apartments project was based on the modeling used for two nearby projects (KCCLE Master Plan and the Seritage Overlake Plaza Master Plan) and is consistent with the trip distribution assumptions for the Modera Overlake project. The preliminary trip distribution and assignment of net new PM peak hour trips to/from the project site is illustrated in Figure 4.

Transportation Concurrency A concurrency application was submitted to the City of Redmond (see Appendix C ). The concurrency application shows the proposed project would generate a net new Mobility Unit (MU) demand of 237.65 net new MU. The mobility unit demand rates used for the proposed and existing uses were based on standard MU rates for Overlake. Using this information, the City will determine whether enough MUs from the six-year program and the Transportation Facility Plan (TFP) can be supplied to meet travel demand from the development at the time of opening, or within six years. If the MU supply is available to serve the MU demand from the development, the City will issue a certificate of concurrency. It is expected that the current MU supply will accommodate the additional MU demand created by the proposed Pixel Apartments project. Therefore, it is anticipated that a certificate of concurrency will be issued for the project.

Future Traffic Operations

Future Traffic Volumes To estimate future 2023 Without Project PM peak hour traffic volumes, a 2 percent annual growth rate was applied to the 2020 existing PM peak hour traffic volumes. In addition to the 2 percent annual background growth rate, trips from the following pipeline projects were included in the future without project traffic volumes:  Modera Overlake  Seritage Parcel A  Esterra Park Blocks 2, 6B, and 10

Figure 5 illustrates the future 2023 Without Project PM peak hour traffic volumes (No Action) at the study intersections and site access. To determine future 2023 With Project traffic volumes, the net new project-generated trips which are shown in Figure 4 were added to the future Without Project (No Action) volumes (Figure 5 ). The resulting total future 2023 With Project PM peak hour traffic volumes at the study intersections and site access driveway are shown in Figure 6 .

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Figure 4 Weekday PM Peak Hour Project Trip Distribution and Assignment

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Figure 5 2023 Without Project Weekday PM Peak Hour Traffic Volumes

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Figure 6 2023 With Project Weekday PM Peak Hour Traffic Volumes

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Future Level of Service A future Level of Service (LOS) analysis was conducted at the study intersections for weekday PM peak hour future 2023 No Action (Without Project) and With Project conditions. Existing signal timing and channelization at the study intersections were used in the future LOS analysis. The future weekday PM peak hour LOS results at the study intersections without and with the proposed Pixel Apartments project are summarized in Table 6. The LOS worksheets are included in Appendix A.

Table 6 Future 2023 PM Peak Hour Level of Service Summary

Future 2023 Future 2023 Without Project With Project Signalized Study Intersection LOS Delay (sec) LOS Delay (sec) 1. 156 th Ave NE / Bel-Red Road D 39.8 D 39.9 2. 156 th Ave NE / NE 24 th Street D 42.8 D 42.5 3. Bel-Red Road / NE 24 th Street D 41.2 D 41.6 4. 152 nd Ave NE / NE 24 th Street 1 E 71.1 E 73.1 5. Bel-Red Road / NE 20 th Street C 27.9 C 28.1 1. LOS reported for 152 nd Avenue NE/ NE 24 th Street is based on Synchro 10 methodology due to incompatibility of phasing sequence with HCM6 methodology. As shown in Table 6 , four out of the five study intersections are anticipated to operate at LOS D or better in 2023 without or with the proposed Pixel Apartments project. The signalized study intersection of 152 nd Ave NE/ NE 24 th Street is anticipated to operate at LOS E during the PM peak hour in 2023 without or with the proposed project. The Pixel Apartments project is estimated to add 27 net new PM peak hour trips to the intersection (Pixel Apartments project traffic = 0.8 percent of total traffic) with a relatively minor increase in delay of 2 seconds with the project. Operations at this intersection will improve with the additional southbound lane that is planned by Sound Transit as well as the Overlake Access Ramp which is fully funded. With the additional southbound lane, the intersection of 152 nd Ave NE/ NE 24 th Street is anticipated to operate at LOS D during the PM peak hour in 2023 with the Pixel Apartments project. The LOS worksheet of this anticipated change in channelization is included in Appendix A.

Site Access Analysis Vehicular access to/from the site is proposed to continue to be provided from the existing right-in, right-out only driveway on Bel-Red Road through an access easement from the neighboring property to the northeast. To evaluate the operations of the site access driveway, a level of service (LOS) and queue analysis was completed. The weekday PM peak hour LOS and queue analysis at the site access driveway were based on the methodology outlined in the 6 th Edition of the Highway Capacity Manual using Synchro 10 software. The estimated future weekday PM peak hour traffic volumes with the proposed project at the site driveway are shown in Figure 6 . Table 7 summarizes the calculated LOS and the 95 th percentile queues of the controlled movement at the site access driveway during the weekday PM peak hour.

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The reported 95 th percentile queues represent a condition that is exceeded only 5 percent of the time. Detailed LOS and queue calculation worksheets are included in Appendix A .

Table 7 PM Peak Hour Site Access LOS and Queue Summary

2020 Existing 2023 Without Project 2023 With Project

Delay 95 th % Delay 95 th % Delay 95 th % Site Access Controlled LOS 1 (sec/ Queue LOS 1 (sec/ Queue LOS 1 (sec/ Queue Movements veh) 2 (ft) 3 veh) 2 (ft) 3 veh) 2 (ft) 3 Bel-Red Road / Site Access Eastbound Right-Turn B 12.4 <25’ B 12.8 <25’ B 13.7 <25’ (exiting) 1. LOS = Level of Service 2. Delay refers to average control delay expressed in seconds per vehicle. 3. Queues are 95 th Percentile queues. <25’ indicates 95 th Percentile queue statistically less than 1 veh.

As shown in Tabl e 7 , the controlled movement at the site access driveway on Bel-Red Road is anticipated to operate at LOS B with minimal vehicle queues during the weekday PM peak hour.

Parking The applicant is proposing a parking ratio for the residential component of the project that is below the current City of Redmond Zoning Code requirements. A parking modification memo dated November 19, 2020 was submitted separately to the City requesting a residential parking ratio of 0.59 stalls per dwelling unit rather than the code-required 1.25 stalls per dwelling unit. Although the unit counts might fluctuate throughout the entitlement process, the applicant is requesting the CityÊs approval of a minimum residential parking ratio of 0.59 stalls per dwelling unit (a minimum of 106 parking stalls based on 179 units). Parking for the commercial retail use is proposed to meet minimum code requirements of 2.0 stalls per 1,000 square feet (a minimum of 1 retail parking stalls based on 500 square feet).

MITIGATION

Frontage Improvements Bel-Red Road: • New sidewalk and planter strip with street trees. • Replacement of traffic loop detectors on Bel-Red Road after construction. NE 24 th Street: • New sidewalk and planter strip with street trees. Dedicated Plaza Area & Urban Pathway: • New 14-ft wide urban pathway along the western edge of the property per Overlake Neighborhood Plan and Redmond Zoning Code 21.12.030. • New Dedicated Plaza Area (1,360 sf) for public use located south of the project site (northwest corner of the intersection of Bel-Red Road and NE 24 th Street). This plaza would

April 2, 2021

TENW Page 24

Updated Transportation Impact Study Pixel Apartments – Overlake, Redmond WA

serve as a communal gathering space and seating area with water fountain, bicycle parking, access to the RapidRide bus station on NE 24 th Street, and other public benefits. It would also serve as a rest area to the adjacent 14-ft wide Overlake Village urban pathway located along the western boundary of the property which provides connection to the future Overlake Village Link light rail station.

Off-Site Improvements Based on the results of the analysis shown in this report, no project-specific off-site transportation mitigation is proposed for concurrency or SEPA purposes.

Transportation Impact Fees Long-term traffic impacts in the City of Redmond are mitigated by the projects included in the CityÊs Transportation Facilities Plan (TFP). The TFP projects are funded through the payment of City of Redmond transportation impact fees. Based on this process, a fee is assessed upon a development to pay for a proportionate share of the cost of public facilities needed to serve new growth and development. As of the date of this study, the adopted impact fee schedule for Overlake Urban Center permits issued in 2021 identifies a fee of $4,587.74 per dwelling unit for the proposed Multifamily units and $17.66 per square foot for the proposed Miscellaneous Retail. For existing use impact fee credits, the 2021 schedule identifies a fee of $21.73 per square foot for office use. The applicant will pay the fees based on the size of the proposed land uses and impact fee rates in effect at the time of building permit issuance.

April 2, 2021

TENW Page 25

Updated Transportation Impact Study Pixel Apartments – Overlake, Redmond, WA

Appendix A

Level of Service (LOS) Calculations at Study Intersections

Updated Transportation Impact Study Pixel Apartments – Overlake, Redmond, WA

2020 Existing PM Peak Hour

Lanes, Volumes, Timings 1: 156th Ave NE & Bel-Red Rd 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 113 393 38 256 506 35 18 304 164 93 877 315 Future Volume (vph) 113 393 38 256 506 35 18 304 164 93 877 315 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width (ft) 11 11 11 11 11 12 12 11 11 12 11 12 Storage Length (ft) 275 0 300 0 75 0 350 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 35 35 Link Distance (ft) 408 1930 406 899 Travel Time (s) 7.0 32.9 7.9 17.5 Confl. Peds. (#/hr) 30 5 5 30 14 36 36 14 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 3% 3% 3% 1% 1% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 12.0 27.0 12.0 27.0 12.0 24.0 12.0 24.0 Total Split (s) 16.0 27.0 25.0 36.0 12.0 61.0 12.0 61.0 Total Split (%) 12.8% 21.6% 20.0% 28.8% 9.6% 48.8% 9.6% 48.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 122 (98%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Natural Cycle: 90 Control Type: Actuated-Coordinated

Splits and Phases: 1: 156th Ave NE & Bel-Red Rd

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 1 HCM 6th Signalized Intersection Summary 1: 156th Ave NE & Bel-Red Rd 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 113 393 38 256 506 35 18 304 164 93 877 315 Future Volume (veh/h) 113 393 38 256 506 35 18 304 164 93 877 315 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 0.83 1.00 1.00 0.98 0.99 0.98 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 1786 1786 1786 1786 1786 1786 1758 1758 1758 1786 1786 1786 Adj Flow Rate, veh/h 115 401 0 261 516 0 18 310 167 95 895 321 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 3 3 3 1 1 1 Cap, veh/h 190 553 291 710 280 1048 550 455 1090 389 Arrive On Green 0.03 0.05 0.00 0.12 0.21 0.00 0.21 1.00 1.00 0.05 0.45 0.45 Sat Flow, veh/h 1701 3483 0 1701 3483 0 1674 2100 1101 1701 2432 869 Grp Volume(v), veh/h 115 401 0 261 516 0 18 245 232 95 623 593 Grp Sat Flow(s),veh/h/ln 1701 1697 0 1701 1697 0 1674 1670 1531 1701 1697 1604 Q Serve(g_s), s 7.9 14.5 0.0 12.9 17.7 0.0 0.0 0.0 0.0 4.3 40.0 40.5 Cycle Q Clear(g_c), s 7.9 14.5 0.0 12.9 17.7 0.0 0.0 0.0 0.0 4.3 40.0 40.5 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.72 1.00 0.54 Lane Grp Cap(c), veh/h 190 553 291 710 280 834 764 455 760 719 V/C Ratio(X) 0.61 0.72 0.90 0.73 0.06 0.29 0.30 0.21 0.82 0.82 Avail Cap(c_a), veh/h 207 597 353 842 280 834 764 459 760 719 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.95 0.95 0.95 0.32 0.32 0.32 Uniform Delay (d), s/veh 52.8 56.4 0.0 51.5 46.1 0.0 35.4 0.0 0.0 22.0 30.1 30.2 Incr Delay (d2), s/veh 2.6 3.3 0.0 21.8 1.9 0.0 0.0 0.9 1.0 0.0 3.3 3.6 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(50%),veh/ln 3.6 6.9 0.0 9.6 7.5 0.0 0.4 0.2 0.2 1.7 16.5 15.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.4 59.7 0.0 73.3 48.0 0.0 35.4 0.9 1.0 22.0 33.4 33.8 LnGrp LOS E E E D D A A C C C Approach Vol, veh/h 516 A 777 A 495 1311 Approach Delay, s/veh 58.7 56.5 2.2 32.8 Approach LOS E E A C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.1 61.0 14.7 31.1 11.7 67.4 20.5 25.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 56.0 11.0 31.0 7.0 56.0 20.0 22.0 Max Q Clear Time (g_c+I1), s 2.0 42.5 9.9 19.7 6.3 2.0 14.9 16.5 Green Ext Time (p_c), s 0.0 4.7 0.0 1.7 0.0 1.9 0.6 0.8 Intersection Summary HCM 6th Ctrl Delay 38.2 HCM 6th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 2 Lanes, Volumes, Timings 2: 156th Ave NE & NE 24th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 526 342 69 279 39 158 404 87 124 917 32 Future Volume (vph) 18 526 342 69 279 39 158 404 87 124 917 32 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 95 0 225 0 200 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 415 822 1378 406 Travel Time (s) 9.4 18.7 26.8 7.9 Confl. Peds. (#/hr) 8 30 30 8 10 11 11 10 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 (%) 1% 1% 1% 2% 2% 2% 4% 4% 4% 1% 1% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 7.0 6.0 7.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 24.0 12.0 24.0 11.0 25.0 11.0 25.0 Total Split (s) 12.0 44.0 12.0 44.0 19.0 53.0 16.0 50.0 Total Split (%) 9.6% 35.2% 9.6% 35.2% 15.2% 42.4% 12.8% 40.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 108 (86%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Natural Cycle: 80 Control Type: Actuated-Coordinated

Splits and Phases: 2: 156th Ave NE & NE 24th St

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 3 HCM 6th Signalized Intersection Summary 2: 156th Ave NE & NE 24th St 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 526 342 69 279 39 158 404 87 124 917 32 Future Volume (veh/h) 18 526 342 69 279 39 158 404 87 124 917 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 1.00 0.97 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 1786 1786 1786 1772 1772 1772 1744 1744 1744 1786 1786 1786 Adj Flow Rate, veh/h 19 542 353 71 288 40 163 416 90 128 945 33 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 Percent Heavy Veh, % 1 1 1 2 2 2 4 4 4 1 1 1 Cap, veh/h 351 581 378 157 957 131 360 1137 244 299 1204 42 Arrive On Green 0.01 0.10 0.10 0.05 0.32 0.32 0.13 0.42 0.42 0.14 0.72 0.72 Sat Flow, veh/h 1701 1944 1265 1688 2962 406 1661 2709 581 1701 3344 117 Grp Volume(v), veh/h 19 473 422 71 162 166 163 253 253 128 480 498 Grp Sat Flow(s),veh/h/ln 1701 1697 1512 1688 1683 1685 1661 1657 1634 1701 1697 1764 Q Serve(g_s), s 1.0 34.6 34.6 3.6 9.0 9.2 0.0 13.1 13.3 6.8 22.8 22.8 Cycle Q Clear(g_c), s 1.0 34.6 34.6 3.6 9.0 9.2 0.0 13.1 13.3 6.8 22.8 22.8 Prop In Lane 1.00 0.84 1.00 0.24 1.00 0.36 1.00 0.07 Lane Grp Cap(c), veh/h 351 507 452 157 544 545 360 695 686 299 611 635 V/C Ratio(X) 0.05 0.93 0.93 0.45 0.30 0.30 0.45 0.36 0.37 0.43 0.79 0.79 Avail Cap(c_a), veh/h 400 529 472 165 544 545 360 695 686 330 611 635 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 0.52 0.52 0.52 0.59 0.59 0.59 Uniform Delay (d), s/veh 29.4 55.1 55.1 32.9 31.7 31.8 42.0 24.8 24.9 28.6 14.4 14.4 Incr Delay (d2), s/veh 0.0 20.8 22.7 0.8 0.1 0.1 0.2 0.8 0.8 0.2 6.0 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 18.7 17.0 1.5 3.7 3.8 4.4 5.2 5.3 2.5 5.6 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.4 75.9 77.8 33.6 31.8 31.9 42.1 25.6 25.7 28.8 20.4 20.2 LnGrp LOS C E E C C C D C C C C C Approach Vol, veh/h 914 399 669 1106 Approach Delay, s/veh 75.8 32.1 29.7 21.2 Approach LOS E C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.2 50.0 8.4 45.4 13.7 57.5 11.4 42.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 14.0 45.0 7.0 39.0 11.0 48.0 7.0 39.0 Max Q Clear Time (g_c+I1), s 2.0 24.8 3.0 11.2 8.8 15.3 5.6 36.6 Green Ext Time (p_c), s 0.2 2.2 0.0 0.7 0.0 1.1 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 40.6 HCM 6th LOS D

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 4 Lanes, Volumes, Timings 3: Bel-Red Rd & NE 24th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 195 745 77 116 365 1 0 344 107 4 595 306 Future Volume (vph) 195 745 77 116 365 1 0 344 107 4 595 306 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Grade (%) 0% -3% 0% 0% Storage Length (ft) 250 0 150 0 0 0 0 100 Storage Lanes 1 0 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 40 40 Link Distance (ft) 899 415 1689 171 Travel Time (s) 20.4 9.4 28.8 2.9 Confl. Peds. (#/hr) 24 27 24 18 12 12 18 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 1% 1% 3% 3% 3% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA Prot NA NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 4 8 8 Detector Phase 1 6 5 2 4 8 8 1 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 5.0 5.0 5.0 6.0 Minimum Split (s) 11.0 26.0 11.0 26.0 30.0 27.0 27.0 11.0 Total Split (s) 26.0 56.0 24.0 54.0 45.0 45.0 45.0 26.0 Total Split (%) 20.8% 44.8% 19.2% 43.2% 36.0% 36.0% 36.0% 20.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBTL, Start of Green, Master Intersection Natural Cycle: 70 Control Type: Actuated-Coordinated

Splits and Phases: 3: Bel-Red Rd & NE 24th St

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 5 HCM 6th Signalized Intersection Summary 3: Bel-Red Rd & NE 24th St 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 195 745 77 116 365 1 0 344 107 4 595 306 Future Volume (veh/h) 195 745 77 116 365 1 0 344 107 4 595 306 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.99 1.00 0.98 1.00 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1786 1786 1786 1869 1869 1869 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 199 760 79 118 372 1 0 351 109 4 607 312 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 3 3 3 0 0 0 0 0 0 Cap, veh/h 769 1820 189 143 1424 4 0 543 166 30 709 736 Arrive On Green 0.09 0.19 0.19 0.11 0.52 0.52 0.00 0.21 0.21 0.07 0.07 0.07 Sat Flow, veh/h 1701 3098 322 1780 3633 10 0 2653 782 6 3344 1487 Grp Volume(v), veh/h 199 416 423 118 182 191 0 232 228 327 284 312 Grp Sat Flow(s),veh/h/ln 1701 1697 1723 1780 1776 1867 0 1710 1635 1794 1556 1487 Q Serve(g_s), s 0.0 26.9 26.9 8.1 7.1 7.1 0.0 15.5 15.9 3.1 22.5 0.0 Cycle Q Clear(g_c), s 0.0 26.9 26.9 8.1 7.1 7.1 0.0 15.5 15.9 22.5 22.5 0.0 Prop In Lane 1.00 0.19 1.00 0.01 0.00 0.48 0.01 1.00 Lane Grp Cap(c), veh/h 769 997 1012 143 696 732 0 362 347 409 330 736 V/C Ratio(X) 0.26 0.42 0.42 0.82 0.26 0.26 0.00 0.64 0.66 0.80 0.86 0.42 Avail Cap(c_a), veh/h 769 997 1012 271 696 732 0 547 523 601 498 897 HCM Platoon Ratio 0.33 0.33 0.33 1.33 1.33 1.33 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.60 0.60 0.60 0.93 0.93 0.93 0.00 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.4 31.6 31.6 54.9 19.9 19.9 0.0 44.9 45.1 56.3 56.3 25.5 Incr Delay (d2), s/veh 0.0 0.8 0.8 4.1 0.8 0.8 0.0 0.7 0.7 2.8 6.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 12.5 12.7 3.7 3.0 3.1 0.0 6.5 6.4 11.2 10.0 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.4 32.4 32.4 59.0 20.7 20.7 0.0 45.6 45.8 59.0 62.6 25.6 LnGrp LOS C C C E C C A D D E E C Approach Vol, veh/h 1038 491 460 923 Approach Delay, s/veh 30.7 29.9 45.7 48.8 Approach LOS C C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 39.5 54.0 31.5 15.1 78.4 31.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 49.0 40.0 19.0 51.0 40.0 Max Q Clear Time (g_c+I1), s 2.0 9.1 17.9 10.1 28.9 24.5 Green Ext Time (p_c), s 0.4 0.8 0.9 0.1 2.0 1.9 Intersection Summary HCM 6th Ctrl Delay 38.7 HCM 6th LOS D

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 6 Lanes, Volumes, Timings 4: 152nd Ave NE & NE 24th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 203 798 50 39 524 80 67 119 64 225 297 428 Future Volume (vph) 203 798 50 39 524 80 67 119 64 225 297 428 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Grade (%) 0% -5% 0% 0% Storage Length (ft) 200 0 90 0 0 50 0 0 Storage Lanes 1 0 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1693 3340 0 1735 3375 0 0 3157 0 0 1745 1515 Flt Permitted 0.341 0.172 0.648 0.733 Satd. Flow (perm) 596 3340 0 314 3375 0 0 2064 0 0 1287 1441 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 13 44 61 Link Speed (mph) 30 30 30 30 Link Distance (ft) 414 899 380 620 Travel Time (s) 9.4 20.4 8.6 14.1 Confl. Peds. (#/hr) 22 15 15 22 18 29 29 18 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 (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 209 875 0 40 622 0 0 258 0 0 538 441 Turn Type pm+pt NA pm+pt NA Perm NA pm+pt NA pm+ov Protected Phases 7 4 3 8 2 1 6 7 Permitted Phases 4 8 2 6 6 Total Split (s) 21.0 43.0 15.0 37.0 52.0 52.0 15.0 67.0 21.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 44.5 44.5 30.1 30.1 59.6 59.6 79.9 Actuated g/C Ratio 0.36 0.36 0.24 0.24 0.48 0.48 0.64 v/c Ratio 0.54 0.73 0.23 0.76 0.26 0.88 0.46 Control Delay 46.3 41.1 40.5 47.4 16.2 46.1 10.1 Queue Delay 0.0 3.3 0.0 0.0 0.0 0.9 0.1 Total Delay 46.3 44.4 40.5 47.4 16.2 47.0 10.2 LOS D D D D B D B Approach Delay 44.7 46.9 16.2 30.4 Approach LOS D D B C Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 23 (18%), Referenced to phase 4:EBTL and 7:EBL, Start of Red Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 38.1 Intersection LOS: D Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Period (min) 15

Splits and Phases: 4: 152nd Ave NE & NE 24th St

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 7 Lanes, Volumes, Timings 5: Bel-Red Rd & NE 20th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 628 0 183 435 24 0 391 426 0 585 172 Future Volume (vph) 104 628 0 183 435 24 0 391 426 0 585 172 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 350 0 250 0 0 110 0 0 Storage Lanes 1 0 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes No Yes Link Speed (mph) 35 35 35 35 Link Distance (ft) 1413 1233 1492 1689 Travel Time (s) 27.5 24.0 29.1 32.9 Confl. Peds. (#/hr) 47 33 23 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Turn Type Prot NA Prot NA NA pm+ov NA Protected Phases 3 8 7 4 6 7 2 Permitted Phases 6 6 Detector Phase 3 8 7 4 6 7 2 Switch Phase Minimum Initial (s) 5.0 6.0 5.0 6.0 7.0 5.0 7.0 Minimum Split (s) 15.0 36.0 15.0 36.0 36.0 15.0 28.0 Total Split (s) 19.0 36.0 25.0 42.0 39.0 25.0 39.0 Total Split (%) 19.0% 36.0% 25.0% 42.0% 39.0% 25.0% 39.0% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None Max None Max Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 91.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated

Splits and Phases: 5: Bel-Red Rd & NE 20th St

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 8 HCM 6th Signalized Intersection Summary 5: Bel-Red Rd & NE 20th St 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 628 0 183 435 24 0 391 426 0 585 172 Future Volume (veh/h) 104 628 0 183 435 24 0 391 426 0 585 172 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 0.98 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 1786 1786 1786 1786 1786 1786 0 1786 1786 0 1786 1786 Adj Flow Rate, veh/h 113 683 0 199 473 0 0 425 463 0 636 187 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 1 1 1 0 1 1 0 1 1 Cap, veh/h 144 913 0 241 1108 0 1293 781 0 985 289 Arrive On Green 0.08 0.27 0.00 0.14 0.33 0.00 0.00 0.38 0.38 0.00 0.38 0.38 Sat Flow, veh/h 1701 3483 0 1701 3483 0 0 3483 1486 0 2674 759 Grp Volume(v), veh/h 113 683 0 199 473 0 0 425 463 0 417 406 Grp Sat Flow(s),veh/h/ln 1701 1697 0 1701 1697 0 0 1697 1486 0 1697 1647 Q Serve(g_s), s 5.6 15.9 0.0 9.8 9.4 0.0 0.0 7.7 6.1 0.0 17.5 17.5 Cycle Q Clear(g_c), s 5.6 15.9 0.0 9.8 9.4 0.0 0.0 7.7 6.1 0.0 17.5 17.5 Prop In Lane 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.46 Lane Grp Cap(c), veh/h 144 913 0 241 1108 0 1293 781 0 647 628 V/C Ratio(X) 0.79 0.75 0.00 0.82 0.43 0.00 0.33 0.59 0.00 0.65 0.65 Avail Cap(c_a), veh/h 255 1176 0 373 1411 0 1293 781 0 647 628 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.9 29.0 0.0 36.1 22.8 0.0 0.0 19.0 14.2 0.0 22.0 22.0 Incr Delay (d2), s/veh 9.1 1.3 0.0 8.5 0.1 0.0 0.0 0.7 3.3 0.0 4.9 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 6.4 0.0 4.5 3.6 0.0 0.0 3.0 6.3 0.0 7.4 7.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.9 30.3 0.0 44.6 22.9 0.0 0.0 19.6 17.5 0.0 26.9 27.1 LnGrp LOS D C A D C A B B A C C Approach Vol, veh/h 796 672 A 888 823 Approach Delay, s/veh 32.8 29.3 18.5 27.0 Approach LOS C C B C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 39.0 13.3 34.3 39.0 18.3 29.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 33.0 13.0 36.0 33.0 19.0 30.0 Max Q Clear Time (g_c+I1), s 19.5 7.6 11.4 9.7 11.8 17.9 Green Ext Time (p_c), s 2.9 0.2 2.0 4.2 0.6 2.5 Intersection Summary HCM 6th Ctrl Delay 26.6 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 9 Lanes, Volumes, Timings 6: Bel-Red Rd & Site Access 03/29/2021

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 19 0 540 885 10 Future Volume (vph) 0 19 0 540 885 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 40 40 Link Distance (ft) 137 171 408 Travel Time (s) 3.7 2.9 7.0 Confl. Peds. (#/hr) 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 10 HCM 6th TWSC 6: Bel-Red Rd & Site Access 03/29/2021

Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 19 0 540 885 10 Future Vol, veh/h 0 19 0 540 885 10 Conflicting Peds, #/hr 0 0 0 0 0 18 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 0 21 0 587 962 11

Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 505 - 0 - 0 Stage 1 ------Stage 2 ------Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 512 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 504 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach EB NB SB HCM Control Delay, s 12.4 0 0 HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 504 - - HCM Lane V/C Ratio - 0.041 - - HCM Control Delay (s) - 12.4 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.1 - -

Pixel Apartments Synchro 10 Report 2020 Existing - PM Peak Hour Page 11 Updated Transportation Impact Study Pixel Apartments – Overlake, Redmond, WA

Future 2023 Without Project PM Peak Hour

Lanes, Volumes, Timings 1: 156th Ave NE & Bel-Red Rd 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 418 40 272 538 46 19 372 174 104 961 335 Future Volume (vph) 121 418 40 272 538 46 19 372 174 104 961 335 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width (ft) 11 11 11 11 11 12 12 11 11 12 11 12 Storage Length (ft) 275 0 300 0 75 0 350 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 35 35 Link Distance (ft) 408 1930 406 899 Travel Time (s) 7.0 32.9 7.9 17.5 Confl. Peds. (#/hr) 30 5 5 30 14 36 36 14 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 3% 3% 3% 1% 1% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 12.0 27.0 12.0 27.0 12.0 24.0 12.0 24.0 Total Split (s) 16.0 27.0 25.0 36.0 12.0 61.0 12.0 61.0 Total Split (%) 12.8% 21.6% 20.0% 28.8% 9.6% 48.8% 9.6% 48.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 122 (98%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Natural Cycle: 100 Control Type: Actuated-Coordinated

Splits and Phases: 1: 156th Ave NE & Bel-Red Rd

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 1 HCM 6th Signalized Intersection Summary 1: 156th Ave NE & Bel-Red Rd 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 418 40 272 538 46 19 372 174 104 961 335 Future Volume (veh/h) 121 418 40 272 538 46 19 372 174 104 961 335 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 0.84 1.00 1.00 0.98 0.99 0.98 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 1786 1786 1786 1786 1786 1786 1758 1758 1758 1786 1786 1786 Adj Flow Rate, veh/h 123 427 0 278 549 0 19 380 178 106 981 342 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 3 3 3 1 1 1 Cap, veh/h 198 562 306 740 234 1069 492 428 1100 380 Arrive On Green 0.03 0.05 0.00 0.13 0.22 0.00 0.18 0.97 0.97 0.05 0.45 0.45 Sat Flow, veh/h 1701 3483 0 1701 3483 0 1674 2203 1015 1701 2456 849 Grp Volume(v), veh/h 123 427 0 278 549 0 19 287 271 106 675 648 Grp Sat Flow(s),veh/h/ln 1701 1697 0 1701 1697 0 1674 1670 1548 1701 1697 1608 Q Serve(g_s), s 8.4 15.5 0.0 14.4 18.9 0.0 0.0 1.0 1.0 4.8 45.6 46.6 Cycle Q Clear(g_c), s 8.4 15.5 0.0 14.4 18.9 0.0 0.0 1.0 1.0 4.8 45.6 46.6 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.66 1.00 0.53 Lane Grp Cap(c), veh/h 198 562 306 740 234 810 751 428 760 721 V/C Ratio(X) 0.62 0.76 0.91 0.74 0.08 0.35 0.36 0.25 0.89 0.90 Avail Cap(c_a), veh/h 207 597 349 842 234 810 751 430 760 721 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.92 0.92 0.92 0.32 0.32 0.32 Uniform Delay (d), s/veh 52.9 56.6 0.0 50.9 45.6 0.0 42.4 1.0 1.0 22.2 31.6 31.9 Incr Delay (d2), s/veh 3.7 4.6 0.0 24.6 2.5 0.0 0.1 1.1 1.2 0.0 5.4 6.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 7.4 0.0 10.4 8.1 0.0 0.5 0.5 0.5 1.9 19.1 18.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.6 61.2 0.0 75.5 48.1 0.0 42.4 2.1 2.2 22.2 37.0 38.2 LnGrp LOS E E E D D A A C D D Approach Vol, veh/h 550 A 827 A 577 1429 Approach Delay, s/veh 60.2 57.3 3.5 36.5 Approach LOS E E A D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.5 61.0 15.3 32.2 11.8 65.6 21.8 25.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 56.0 11.0 31.0 7.0 56.0 20.0 22.0 Max Q Clear Time (g_c+I1), s 2.0 48.6 10.4 20.9 6.8 3.0 16.4 17.5 Green Ext Time (p_c), s 0.0 3.7 0.0 1.7 0.0 2.3 0.5 0.7 Intersection Summary HCM 6th Ctrl Delay 39.8 HCM 6th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 2 Lanes, Volumes, Timings 2: 156th Ave NE & NE 24th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 19 559 366 74 297 50 168 469 92 140 995 34 Future Volume (vph) 19 559 366 74 297 50 168 469 92 140 995 34 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 95 0 225 0 200 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 415 822 1378 406 Travel Time (s) 9.4 18.7 26.8 7.9 Confl. Peds. (#/hr) 8 30 30 8 10 11 11 10 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 (%) 1% 1% 1% 2% 2% 2% 4% 4% 4% 1% 1% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 7.0 6.0 7.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 24.0 12.0 24.0 11.0 25.0 11.0 25.0 Total Split (s) 12.0 44.0 12.0 44.0 19.0 53.0 16.0 50.0 Total Split (%) 9.6% 35.2% 9.6% 35.2% 15.2% 42.4% 12.8% 40.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 108 (86%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Natural Cycle: 90 Control Type: Actuated-Coordinated

Splits and Phases: 2: 156th Ave NE & NE 24th St

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 3 HCM 6th Signalized Intersection Summary 2: 156th Ave NE & NE 24th St 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 559 366 74 297 50 168 469 92 140 995 34 Future Volume (veh/h) 19 559 366 74 297 50 168 469 92 140 995 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 1.00 0.97 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 1786 1786 1786 1772 1772 1772 1744 1744 1744 1786 1786 1786 Adj Flow Rate, veh/h 20 576 377 76 306 52 173 484 95 144 1026 35 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 Percent Heavy Veh, % 1 1 1 2 2 2 4 4 4 1 1 1 Cap, veh/h 352 604 396 154 964 162 311 1100 215 280 1205 41 Arrive On Green 0.01 0.10 0.10 0.05 0.34 0.34 0.12 0.40 0.40 0.16 0.72 0.72 Sat Flow, veh/h 1701 1940 1270 1688 2872 481 1661 2760 539 1701 3347 114 Grp Volume(v), veh/h 20 504 449 76 178 180 173 289 290 144 520 541 Grp Sat Flow(s),veh/h/ln 1701 1697 1513 1688 1683 1670 1661 1657 1642 1701 1697 1764 Q Serve(g_s), s 1.0 36.9 36.9 3.8 9.8 10.1 2.9 15.9 16.1 7.7 27.7 27.7 Cycle Q Clear(g_c), s 1.0 36.9 36.9 3.8 9.8 10.1 2.9 15.9 16.1 7.7 27.7 27.7 Prop In Lane 1.00 0.84 1.00 0.29 1.00 0.33 1.00 0.06 Lane Grp Cap(c), veh/h 352 529 471 154 565 560 311 660 654 280 611 635 V/C Ratio(X) 0.06 0.95 0.95 0.49 0.31 0.32 0.56 0.44 0.44 0.51 0.85 0.85 Avail Cap(c_a), veh/h 399 529 472 161 565 560 311 660 654 298 611 635 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.86 0.86 0.86 1.00 1.00 1.00 0.52 0.52 0.52 0.48 0.48 0.48 Uniform Delay (d), s/veh 28.3 55.2 55.2 32.5 30.8 30.9 46.4 27.4 27.4 29.0 15.1 15.1 Incr Delay (d2), s/veh 0.0 24.8 26.8 0.9 0.1 0.1 0.7 1.1 1.1 0.3 7.3 7.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 20.5 18.6 1.6 4.0 4.1 4.9 6.4 6.5 2.9 6.3 6.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.3 80.0 81.9 33.4 31.0 31.1 47.1 28.5 28.6 29.3 22.4 22.1 LnGrp LOS C E F C C C D C C C C C Approach Vol, veh/h 973 434 752 1205 Approach Delay, s/veh 79.8 31.4 32.8 23.1 Approach LOS E C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.5 50.0 8.5 46.9 14.7 54.8 11.5 44.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 14.0 45.0 7.0 39.0 11.0 48.0 7.0 39.0 Max Q Clear Time (g_c+I1), s 4.9 29.7 3.0 12.1 9.7 18.1 5.8 38.9 Green Ext Time (p_c), s 0.2 2.3 0.0 0.8 0.0 1.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 42.8 HCM 6th LOS D

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 4 Lanes, Volumes, Timings 3: Bel-Red Rd & NE 24th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 207 790 81 123 388 1 0 367 117 4 633 325 Future Volume (vph) 207 790 81 123 388 1 0 367 117 4 633 325 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Grade (%) 0% -3% 0% 0% Storage Length (ft) 250 0 150 0 0 0 0 100 Storage Lanes 1 0 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 40 40 Link Distance (ft) 899 415 1689 171 Travel Time (s) 20.4 9.4 28.8 2.9 Confl. Peds. (#/hr) 24 27 24 18 12 12 18 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 1% 1% 3% 3% 3% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA Prot NA NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 4 8 8 Detector Phase 1 6 5 2 4 8 8 1 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 5.0 5.0 5.0 6.0 Minimum Split (s) 11.0 26.0 11.0 26.0 30.0 27.0 27.0 11.0 Total Split (s) 26.0 56.0 24.0 54.0 45.0 45.0 45.0 26.0 Total Split (%) 20.8% 44.8% 19.2% 43.2% 36.0% 36.0% 36.0% 20.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBTL, Start of Green, Master Intersection Natural Cycle: 70 Control Type: Actuated-Coordinated

Splits and Phases: 3: Bel-Red Rd & NE 24th St

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 5 HCM 6th Signalized Intersection Summary 3: Bel-Red Rd & NE 24th St 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 207 790 81 123 388 1 0 367 117 4 633 325 Future Volume (veh/h) 207 790 81 123 388 1 0 367 117 4 633 325 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.99 1.00 0.98 1.00 0.98 0.99 0.98 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 1786 1786 1786 1869 1869 1869 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 211 806 83 126 396 1 0 374 119 4 646 332 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 3 3 3 0 0 0 0 0 0 Cap, veh/h 738 1767 182 153 1424 4 0 571 179 30 750 736 Arrive On Green 0.09 0.19 0.19 0.06 0.26 0.26 0.00 0.22 0.22 0.07 0.07 0.07 Sat Flow, veh/h 1701 3100 319 1780 3634 9 0 2636 798 5 3345 1489 Grp Volume(v), veh/h 211 441 448 126 193 204 0 249 244 348 302 332 Grp Sat Flow(s),veh/h/ln 1701 1697 1723 1780 1776 1867 0 1710 1633 1794 1556 1489 Q Serve(g_s), s 0.0 28.9 28.9 8.8 10.8 10.8 0.0 16.6 17.0 3.3 24.0 0.0 Cycle Q Clear(g_c), s 0.0 28.9 28.9 8.8 10.8 10.8 0.0 16.6 17.0 24.0 24.0 0.0 Prop In Lane 1.00 0.19 1.00 0.00 0.00 0.49 0.01 1.00 Lane Grp Cap(c), veh/h 738 967 982 153 696 732 0 383 366 431 349 736 V/C Ratio(X) 0.29 0.46 0.46 0.82 0.28 0.28 0.00 0.65 0.67 0.81 0.86 0.45 Avail Cap(c_a), veh/h 738 967 982 271 696 732 0 547 523 602 498 879 HCM Platoon Ratio 0.33 0.33 0.33 0.67 0.67 0.67 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.44 0.44 0.44 0.91 0.91 0.91 0.00 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.5 33.6 33.6 58.0 32.0 32.0 0.0 44.0 44.2 56.0 56.0 26.4 Incr Delay (d2), s/veh 0.0 0.7 0.7 3.8 0.9 0.9 0.0 0.6 0.7 3.8 8.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 13.3 13.5 4.2 5.1 5.4 0.0 7.0 6.8 12.0 10.8 7.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.6 34.2 34.2 61.8 32.9 32.9 0.0 44.7 44.9 59.7 64.0 26.6 LnGrp LOS C C C E C C A D D E E C Approach Vol, veh/h 1100 523 493 982 Approach Delay, s/veh 32.6 39.8 44.8 49.9 Approach LOS C D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.0 54.0 33.0 15.8 76.2 33.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 49.0 40.0 19.0 51.0 40.0 Max Q Clear Time (g_c+I1), s 2.0 12.8 19.0 10.8 30.9 26.0 Green Ext Time (p_c), s 0.4 0.8 1.0 0.1 2.1 2.0 Intersection Summary HCM 6th Ctrl Delay 41.2 HCM 6th LOS D

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 6 Lanes, Volumes, Timings 4: 152nd Ave NE & NE 24th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 436 846 65 41 556 84 79 128 68 239 396 514 Future Volume (vph) 436 846 65 41 556 84 79 128 68 239 396 514 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Grade (%) 0% -5% 0% 0% Storage Length (ft) 200 0 90 0 0 50 0 0 Storage Lanes 1 0 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1693 3330 0 1735 3375 0 0 3159 0 0 1750 1515 Flt Permitted 0.305 0.170 0.579 0.744 Satd. Flow (perm) 534 3330 0 311 3375 0 0 1850 0 0 1310 1441 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 13 41 61 Link Speed (mph) 30 30 30 30 Link Distance (ft) 414 899 380 620 Travel Time (s) 9.4 20.4 8.6 14.1 Confl. Peds. (#/hr) 22 15 15 22 18 29 29 18 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 (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 449 939 0 42 660 0 0 283 0 0 654 530 Turn Type pm+pt NA pm+pt NA Perm NA pm+pt NA pm+ov Protected Phases 7 4 3 8 2 1 6 7 Permitted Phases 4 8 2 6 6 Total Split (s) 21.0 43.0 15.0 37.0 52.0 52.0 15.0 67.0 21.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 42.0 42.0 30.5 30.5 62.0 62.0 79.5 Actuated g/C Ratio 0.34 0.34 0.24 0.24 0.50 0.50 0.64 v/c Ratio 1.32 0.84 0.24 0.79 0.30 1.01 0.56 Control Delay 199.7 46.7 44.5 51.3 16.8 69.3 12.4 Queue Delay 0.0 21.4 0.0 0.0 0.0 10.2 0.2 Total Delay 199.7 68.1 44.5 51.3 16.8 79.5 12.6 LOS F E D D B E B Approach Delay 110.7 50.9 16.8 49.5 Approach LOS F D B D Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 23 (18%), Referenced to phase 4:EBTL and 7:EBL, Start of Red Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.32 Intersection Signal Delay: 71.1 Intersection LOS: E Intersection Capacity Utilization 110.2% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 4: 152nd Ave NE & NE 24th St

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 7 Lanes, Volumes, Timings 5: Bel-Red Rd & NE 20th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 667 0 194 461 29 0 426 452 0 627 173 Future Volume (vph) 104 667 0 194 461 29 0 426 452 0 627 173 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 350 0 250 0 0 110 0 0 Storage Lanes 1 0 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes No Yes Link Speed (mph) 35 35 35 35 Link Distance (ft) 1413 1233 1492 1689 Travel Time (s) 27.5 24.0 29.1 32.9 Confl. Peds. (#/hr) 47 33 23 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Turn Type Prot NA Prot NA NA pm+ov NA Protected Phases 3 8 7 4 6 7 2 Permitted Phases 6 6 Detector Phase 3 8 7 4 6 7 2 Switch Phase Minimum Initial (s) 5.0 6.0 5.0 6.0 7.0 5.0 7.0 Minimum Split (s) 15.0 36.0 15.0 36.0 36.0 15.0 28.0 Total Split (s) 19.0 36.0 25.0 42.0 39.0 25.0 39.0 Total Split (%) 19.0% 36.0% 25.0% 42.0% 39.0% 25.0% 39.0% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None Max None Max Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 93.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated

Splits and Phases: 5: Bel-Red Rd & NE 20th St

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 8 HCM 6th Signalized Intersection Summary 5: Bel-Red Rd & NE 20th St 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 104 667 0 194 461 29 0 426 452 0 627 173 Future Volume (veh/h) 104 667 0 194 461 29 0 426 452 0 627 173 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 0.98 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 1786 1786 1786 1786 1786 1786 0 1786 1786 0 1786 1786 Adj Flow Rate, veh/h 113 725 0 211 501 0 0 463 491 0 682 188 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 1 1 1 0 1 1 0 1 1 Cap, veh/h 144 921 0 253 1139 0 1273 783 0 986 272 Arrive On Green 0.08 0.27 0.00 0.15 0.34 0.00 0.00 0.38 0.38 0.00 0.38 0.38 Sat Flow, veh/h 1701 3483 0 1701 3483 0 0 3483 1486 0 2716 724 Grp Volume(v), veh/h 113 725 0 211 501 0 0 463 491 0 440 430 Grp Sat Flow(s),veh/h/ln 1701 1697 0 1701 1697 0 0 1697 1486 0 1697 1654 Q Serve(g_s), s 5.7 17.4 0.0 10.6 10.1 0.0 0.0 8.7 7.2 0.0 19.3 19.3 Cycle Q Clear(g_c), s 5.7 17.4 0.0 10.6 10.1 0.0 0.0 8.7 7.2 0.0 19.3 19.3 Prop In Lane 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.44 Lane Grp Cap(c), veh/h 144 921 0 253 1139 0 1273 783 0 637 621 V/C Ratio(X) 0.79 0.79 0.00 0.83 0.44 0.00 0.36 0.63 0.00 0.69 0.69 Avail Cap(c_a), veh/h 251 1158 0 368 1389 0 1273 783 0 637 621 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 39.5 29.7 0.0 36.4 22.8 0.0 0.0 19.9 14.8 0.0 23.2 23.2 Incr Delay (d2), s/veh 9.1 2.2 0.0 10.4 0.1 0.0 0.0 0.8 3.8 0.0 6.1 6.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 7.0 0.0 5.0 3.9 0.0 0.0 3.4 7.0 0.0 8.3 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.6 31.9 0.0 46.8 22.9 0.0 0.0 20.7 18.6 0.0 29.3 29.4 LnGrp LOS D C A D C A C B A C C Approach Vol, veh/h 838 712 A 954 870 Approach Delay, s/veh 34.2 30.0 19.6 29.3 Approach LOS C C B C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 39.0 13.4 35.5 39.0 19.1 29.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 33.0 13.0 36.0 33.0 19.0 30.0 Max Q Clear Time (g_c+I1), s 21.3 7.7 12.1 10.7 12.6 19.4 Green Ext Time (p_c), s 2.9 0.2 2.1 4.5 0.5 2.5 Intersection Summary HCM 6th Ctrl Delay 27.9 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 9 Lanes, Volumes, Timings 6: Bel-Red Rd & Site Access 03/29/2021

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 21 0 575 942 11 Future Volume (vph) 0 21 0 575 942 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 40 40 Link Distance (ft) 137 171 408 Travel Time (s) 3.7 2.9 7.0 Confl. Peds. (#/hr) 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 10 HCM 6th TWSC 6: Bel-Red Rd & Site Access 03/29/2021

Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 21 0 575 942 11 Future Vol, veh/h 0 21 0 575 942 11 Conflicting Peds, #/hr 0 0 0 0 0 18 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 0 23 0 625 1024 12

Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 536 - 0 - 0 Stage 1 ------Stage 2 ------Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 489 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 482 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach EB NB SB HCM Control Delay, s 12.8 0 0 HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 482 - - HCM Lane V/C Ratio - 0.047 - - HCM Control Delay (s) - 12.8 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.1 - -

Pixel Apartments Synchro 10 Report 2023 Without Project - PM Peak Hour Page 11 Updated Transportation Impact Study Pixel Apartments – Overlake, Redmond, WA

Future 2023 With Project PM Peak Hour

Lanes, Volumes, Timings 1: 156th Ave NE & Bel-Red Rd 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 121 418 40 272 540 46 58 374 175 104 961 339 Future Volume (vph) 121 418 40 272 540 46 58 374 175 104 961 339 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width (ft) 11 11 11 11 11 12 12 11 11 12 11 12 Storage Length (ft) 275 0 300 0 75 0 350 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 40 40 35 35 Link Distance (ft) 408 1930 406 899 Travel Time (s) 7.0 32.9 7.9 17.5 Confl. Peds. (#/hr) 30 5 5 30 14 36 36 14 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 3% 3% 3% 1% 1% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 12.0 27.0 12.0 27.0 12.0 24.0 12.0 24.0 Total Split (s) 16.0 27.0 25.0 36.0 12.0 61.0 12.0 61.0 Total Split (%) 12.8% 21.6% 20.0% 28.8% 9.6% 48.8% 9.6% 48.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lead Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 122 (98%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Natural Cycle: 100 Control Type: Actuated-Coordinated

Splits and Phases: 1: 156th Ave NE & Bel-Red Rd

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 1 HCM 6th Signalized Intersection Summary 1: 156th Ave NE & Bel-Red Rd 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 418 40 272 540 46 58 374 175 104 961 339 Future Volume (veh/h) 121 418 40 272 540 46 58 374 175 104 961 339 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 0.84 1.00 1.00 0.98 0.99 0.98 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 1786 1786 1786 1786 1786 1786 1758 1758 1758 1786 1786 1786 Adj Flow Rate, veh/h 123 427 0 278 551 0 59 382 179 106 981 346 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 3 3 3 1 1 1 Cap, veh/h 198 562 306 740 233 1068 492 427 1097 383 Arrive On Green 0.03 0.05 0.00 0.13 0.22 0.00 0.18 0.97 0.97 0.05 0.45 0.45 Sat Flow, veh/h 1701 3483 0 1701 3483 0 1674 2203 1015 1701 2448 856 Grp Volume(v), veh/h 123 427 0 278 551 0 59 288 273 106 677 650 Grp Sat Flow(s),veh/h/ln 1701 1697 0 1701 1697 0 1674 1670 1548 1701 1697 1607 Q Serve(g_s), s 8.4 15.5 0.0 14.4 18.9 0.0 0.0 1.0 1.0 4.8 45.8 46.9 Cycle Q Clear(g_c), s 8.4 15.5 0.0 14.4 18.9 0.0 0.0 1.0 1.0 4.8 45.8 46.9 Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.66 1.00 0.53 Lane Grp Cap(c), veh/h 198 562 306 740 233 810 751 427 760 720 V/C Ratio(X) 0.62 0.76 0.91 0.74 0.25 0.36 0.36 0.25 0.89 0.90 Avail Cap(c_a), veh/h 207 597 349 842 233 810 751 430 760 720 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.92 0.92 0.92 0.32 0.32 0.32 Uniform Delay (d), s/veh 52.9 56.6 0.0 50.9 45.6 0.0 45.0 1.0 1.0 22.2 31.7 32.0 Incr Delay (d2), s/veh 3.7 4.6 0.0 24.6 2.5 0.0 0.2 1.1 1.3 0.0 5.6 6.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 7.4 0.0 10.4 8.1 0.0 1.5 0.5 0.5 1.9 19.2 18.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.6 61.2 0.0 75.5 48.2 0.0 45.2 2.1 2.2 22.2 37.2 38.4 LnGrp LOS E E E D D A A C D D Approach Vol, veh/h 550 A 829 A 620 1433 Approach Delay, s/veh 60.2 57.3 6.3 36.7 Approach LOS E E A D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.5 61.0 15.3 32.2 11.8 65.6 21.8 25.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 56.0 11.0 31.0 7.0 56.0 20.0 22.0 Max Q Clear Time (g_c+I1), s 2.0 48.9 10.4 20.9 6.8 3.0 16.4 17.5 Green Ext Time (p_c), s 0.0 3.6 0.0 1.7 0.0 2.3 0.5 0.7 Intersection Summary HCM 6th Ctrl Delay 39.9 HCM 6th LOS D Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 2 Lanes, Volumes, Timings 2: 156th Ave NE & NE 24th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 49 560 368 74 297 50 168 481 92 140 995 34 Future Volume (vph) 49 560 368 74 297 50 168 481 92 140 995 34 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 95 0 225 0 200 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 35 35 Link Distance (ft) 415 822 1378 406 Travel Time (s) 9.4 18.7 26.8 7.9 Confl. Peds. (#/hr) 8 30 30 8 10 11 11 10 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 (%) 1% 1% 1% 2% 2% 2% 4% 4% 4% 1% 1% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 7.0 6.0 7.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 24.0 12.0 24.0 11.0 25.0 11.0 25.0 Total Split (s) 12.0 44.0 12.0 44.0 19.0 53.0 16.0 50.0 Total Split (%) 9.6% 35.2% 9.6% 35.2% 15.2% 42.4% 12.8% 40.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 108 (86%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red Natural Cycle: 90 Control Type: Actuated-Coordinated

Splits and Phases: 2: 156th Ave NE & NE 24th St

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 3 HCM 6th Signalized Intersection Summary 2: 156th Ave NE & NE 24th St 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 560 368 74 297 50 168 481 92 140 995 34 Future Volume (veh/h) 49 560 368 74 297 50 168 481 92 140 995 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 1.00 0.97 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 1786 1786 1786 1772 1772 1772 1744 1744 1744 1786 1786 1786 Adj Flow Rate, veh/h 51 577 379 76 306 52 173 496 95 144 1026 35 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 Percent Heavy Veh, % 1 1 1 2 2 2 4 4 4 1 1 1 Cap, veh/h 364 604 397 154 912 153 311 1104 210 277 1205 41 Arrive On Green 0.02 0.10 0.10 0.05 0.32 0.32 0.12 0.40 0.40 0.16 0.72 0.72 Sat Flow, veh/h 1701 1937 1272 1688 2871 481 1661 2772 528 1701 3347 114 Grp Volume(v), veh/h 51 505 451 76 178 180 173 295 296 144 520 541 Grp Sat Flow(s),veh/h/ln 1701 1697 1512 1688 1683 1669 1661 1657 1644 1701 1697 1764 Q Serve(g_s), s 2.5 37.0 37.0 3.7 10.1 10.3 2.9 16.3 16.5 7.7 27.7 27.7 Cycle Q Clear(g_c), s 2.5 37.0 37.0 3.7 10.1 10.3 2.9 16.3 16.5 7.7 27.7 27.7 Prop In Lane 1.00 0.84 1.00 0.29 1.00 0.32 1.00 0.06 Lane Grp Cap(c), veh/h 364 529 472 154 535 530 311 660 655 277 611 635 V/C Ratio(X) 0.14 0.95 0.95 0.49 0.33 0.34 0.56 0.45 0.45 0.52 0.85 0.85 Avail Cap(c_a), veh/h 380 529 472 161 535 530 311 660 655 294 611 635 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.85 0.85 0.85 1.00 1.00 1.00 0.52 0.52 0.52 0.39 0.39 0.39 Uniform Delay (d), s/veh 27.8 55.2 55.2 32.4 32.5 32.6 46.5 27.5 27.6 29.1 15.1 15.1 Incr Delay (d2), s/veh 0.1 25.1 27.0 0.9 0.1 0.1 0.7 1.1 1.2 0.2 6.0 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 20.6 18.6 1.6 4.2 4.2 4.9 6.6 6.6 2.9 6.0 6.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.9 80.3 82.2 33.4 32.7 32.8 47.2 28.7 28.8 29.3 21.1 20.9 LnGrp LOS C F F C C C D C C C C C Approach Vol, veh/h 1007 434 764 1205 Approach Delay, s/veh 78.5 32.8 32.9 22.0 Approach LOS E C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.5 50.0 10.8 44.7 14.7 54.8 11.5 44.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 14.0 45.0 7.0 39.0 11.0 48.0 7.0 39.0 Max Q Clear Time (g_c+I1), s 4.9 29.7 4.5 12.3 9.7 18.5 5.7 39.0 Green Ext Time (p_c), s 0.2 2.3 0.0 0.8 0.0 1.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 42.5 HCM 6th LOS D

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 4 Lanes, Volumes, Timings 3: Bel-Red Rd & NE 24th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 207 807 81 123 388 1 0 367 127 10 643 335 Future Volume (vph) 207 807 81 123 388 1 0 367 127 10 643 335 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Grade (%) 0% -3% 0% 0% Storage Length (ft) 250 0 150 0 0 0 0 100 Storage Lanes 1 0 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 40 40 Link Distance (ft) 899 415 1689 171 Travel Time (s) 20.4 9.4 28.8 2.9 Confl. Peds. (#/hr) 24 27 24 18 12 12 18 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 1% 1% 1% 3% 3% 3% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Turn Type pm+pt NA Prot NA NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 6 4 8 8 Detector Phase 1 6 5 2 4 8 8 1 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 5.0 5.0 5.0 6.0 Minimum Split (s) 11.0 26.0 11.0 26.0 30.0 27.0 27.0 11.0 Total Split (s) 26.0 56.0 24.0 54.0 45.0 45.0 45.0 26.0 Total Split (%) 20.8% 44.8% 19.2% 43.2% 36.0% 36.0% 36.0% 20.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Recall Mode None C-Max None C-Max None None None None Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBTL, Start of Green, Master Intersection Natural Cycle: 70 Control Type: Actuated-Coordinated

Splits and Phases: 3: Bel-Red Rd & NE 24th St

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 5 HCM 6th Signalized Intersection Summary 3: Bel-Red Rd & NE 24th St 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 207 807 81 123 388 1 0 367 127 10 643 335 Future Volume (veh/h) 207 807 81 123 388 1 0 367 127 10 643 335 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.99 1.00 0.98 1.00 0.98 0.99 0.98 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 1786 1786 1786 1869 1869 1869 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 211 823 83 126 396 1 0 374 130 10 656 342 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 3 3 3 0 0 0 0 0 0 Cap, veh/h 726 1749 176 153 1424 4 0 574 196 34 762 736 Arrive On Green 0.08 0.19 0.19 0.06 0.26 0.26 0.00 0.23 0.23 0.08 0.08 0.08 Sat Flow, veh/h 1701 3107 313 1780 3634 9 0 2573 850 20 3299 1490 Grp Volume(v), veh/h 211 449 457 126 193 204 0 256 248 354 312 342 Grp Sat Flow(s),veh/h/ln 1701 1697 1724 1780 1776 1867 0 1710 1623 1763 1556 1490 Q Serve(g_s), s 0.0 29.5 29.5 8.8 10.8 10.8 0.0 16.9 17.4 7.4 24.8 0.0 Cycle Q Clear(g_c), s 0.0 29.5 29.5 8.8 10.8 10.8 0.0 16.9 17.4 24.8 24.8 0.0 Prop In Lane 1.00 0.18 1.00 0.00 0.00 0.52 0.03 1.00 Lane Grp Cap(c), veh/h 726 955 970 153 696 732 0 395 375 437 360 736 V/C Ratio(X) 0.29 0.47 0.47 0.82 0.28 0.28 0.00 0.65 0.66 0.81 0.87 0.46 Avail Cap(c_a), veh/h 726 955 970 271 696 732 0 547 519 592 498 869 HCM Platoon Ratio 0.33 0.33 0.33 0.67 0.67 0.67 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 0.42 0.42 0.42 0.89 0.89 0.89 0.00 0.90 0.90 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.0 34.3 34.3 58.0 32.0 32.0 0.0 43.4 43.6 55.7 55.8 26.9 Incr Delay (d2), s/veh 0.0 0.7 0.7 3.7 0.9 0.8 0.0 0.6 0.7 4.4 8.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 13.6 13.9 4.2 5.1 5.3 0.0 7.1 6.9 12.3 11.2 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.0 35.0 35.0 61.7 32.9 32.9 0.0 44.0 44.3 60.1 64.7 27.1 LnGrp LOS C C C E C C A D D E E C Approach Vol, veh/h 1117 523 504 1008 Approach Delay, s/veh 33.3 39.8 44.2 50.3 Approach LOS C D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 37.1 54.0 33.9 15.8 75.4 33.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 21.0 49.0 40.0 19.0 51.0 40.0 Max Q Clear Time (g_c+I1), s 2.0 12.8 19.4 10.8 31.5 26.8 Green Ext Time (p_c), s 0.4 0.8 1.0 0.1 2.1 2.1 Intersection Summary HCM 6th Ctrl Delay 41.6 HCM 6th LOS D

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 6 Lanes, Volumes, Timings 4: 152nd Ave NE & NE 24th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 436 856 65 41 565 85 79 128 68 246 396 514 Future Volume (vph) 436 856 65 41 565 85 79 128 68 246 396 514 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Grade (%) 0% -5% 0% 0% Storage Length (ft) 200 0 90 0 0 50 0 0 Storage Lanes 1 0 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1693 3331 0 1735 3375 0 0 3159 0 0 1748 1515 Flt Permitted 0.296 0.169 0.576 0.740 Satd. Flow (perm) 518 3331 0 309 3375 0 0 1841 0 0 1302 1441 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 13 41 61 Link Speed (mph) 30 30 30 30 Link Distance (ft) 414 899 380 620 Travel Time (s) 9.4 20.4 8.6 14.1 Confl. Peds. (#/hr) 22 15 15 22 18 29 29 18 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 (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Lane Group Flow (vph) 449 949 0 42 670 0 0 283 0 0 662 530 Turn Type pm+pt NA pm+pt NA Perm NA pm+pt NA pm+ov Protected Phases 7 4 3 8 2 1 6 7 Permitted Phases 4 8 2 6 6 Total Split (s) 21.0 43.0 15.0 37.0 52.0 52.0 15.0 67.0 21.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Act Effct Green (s) 42.0 42.0 30.6 30.6 62.0 62.0 79.4 Actuated g/C Ratio 0.34 0.34 0.24 0.24 0.50 0.50 0.64 v/c Ratio 1.33 0.84 0.24 0.80 0.30 1.03 0.56 Control Delay 206.8 47.3 43.0 48.5 16.8 74.2 12.4 Queue Delay 0.0 24.0 0.0 0.0 0.0 9.9 0.2 Total Delay 206.8 71.3 43.0 48.5 16.8 84.1 12.6 LOS F E D D B F B Approach Delay 114.8 48.1 16.8 52.3 Approach LOS F D B D Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 23 (18%), Referenced to phase 4:EBTL and 7:EBL, Start of Red Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.33 Intersection Signal Delay: 73.1 Intersection LOS: E Intersection Capacity Utilization 110.9% ICU Level of Service H Analysis Period (min) 15

Splits and Phases: 4: 152nd Ave NE & NE 24th St

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 7 Lanes, Volumes, Timings 5: Bel-Red Rd & NE 20th St 03/29/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 108 670 0 194 461 29 0 432 458 0 634 176 Future Volume (vph) 108 670 0 194 461 29 0 432 458 0 634 176 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (ft) 350 0 250 0 0 110 0 0 Storage Lanes 1 0 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes No Yes Link Speed (mph) 35 35 35 35 Link Distance (ft) 1413 1233 1492 1689 Travel Time (s) 27.5 24.0 29.1 32.9 Confl. Peds. (#/hr) 47 33 23 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Turn Type Prot NA Prot NA NA pm+ov NA Protected Phases 3 8 7 4 6 7 2 Permitted Phases 6 6 Detector Phase 3 8 7 4 6 7 2 Switch Phase Minimum Initial (s) 5.0 6.0 5.0 6.0 7.0 5.0 7.0 Minimum Split (s) 15.0 36.0 15.0 36.0 36.0 15.0 28.0 Total Split (s) 19.0 36.0 25.0 42.0 39.0 25.0 39.0 Total Split (%) 19.0% 36.0% 25.0% 42.0% 39.0% 25.0% 39.0% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None Max None Max Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 93.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated

Splits and Phases: 5: Bel-Red Rd & NE 20th St

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 8 HCM 6th Signalized Intersection Summary 5: Bel-Red Rd & NE 20th St 03/29/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 670 0 194 461 29 0 432 458 0 634 176 Future Volume (veh/h) 108 670 0 194 461 29 0 432 458 0 634 176 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 0.98 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 1786 1786 1786 1786 1786 1786 0 1786 1786 0 1786 1786 Adj Flow Rate, veh/h 117 728 0 211 501 0 0 470 498 0 689 191 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 1 1 1 0 1 1 0 1 1 Cap, veh/h 148 922 0 253 1131 0 1273 782 0 984 273 Arrive On Green 0.09 0.27 0.00 0.15 0.33 0.00 0.00 0.38 0.38 0.00 0.38 0.38 Sat Flow, veh/h 1701 3483 0 1701 3483 0 0 3483 1486 0 2712 727 Grp Volume(v), veh/h 117 728 0 211 501 0 0 470 498 0 446 434 Grp Sat Flow(s),veh/h/ln 1701 1697 0 1701 1697 0 0 1697 1486 0 1697 1653 Q Serve(g_s), s 5.9 17.5 0.0 10.6 10.2 0.0 0.0 8.8 7.7 0.0 19.6 19.6 Cycle Q Clear(g_c), s 5.9 17.5 0.0 10.6 10.2 0.0 0.0 8.8 7.7 0.0 19.6 19.6 Prop In Lane 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.44 Lane Grp Cap(c), veh/h 148 922 0 253 1131 0 1273 782 0 636 620 V/C Ratio(X) 0.79 0.79 0.00 0.83 0.44 0.00 0.37 0.64 0.00 0.70 0.70 Avail Cap(c_a), veh/h 251 1157 0 367 1389 0 1273 782 0 636 620 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 39.4 29.7 0.0 36.4 22.9 0.0 0.0 19.9 14.9 0.0 23.3 23.3 Incr Delay (d2), s/veh 9.0 2.3 0.0 10.5 0.1 0.0 0.0 0.8 3.9 0.0 6.3 6.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 7.1 0.0 5.0 3.9 0.0 0.0 3.5 7.2 0.0 8.5 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.4 32.0 0.0 46.9 23.0 0.0 0.0 20.8 18.8 0.0 29.6 29.8 LnGrp LOS D C A D C A C B A C C Approach Vol, veh/h 845 712 A 968 880 Approach Delay, s/veh 34.3 30.1 19.8 29.7 Approach LOS C C B C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 39.0 13.7 35.3 39.0 19.1 29.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 33.0 13.0 36.0 33.0 19.0 30.0 Max Q Clear Time (g_c+I1), s 21.6 7.9 12.2 10.8 12.6 19.5 Green Ext Time (p_c), s 2.9 0.2 2.1 4.6 0.5 2.5 Intersection Summary HCM 6th Ctrl Delay 28.1 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 9 Lanes, Volumes, Timings 6: Bel-Red Rd & Site Access 03/29/2021

Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 47 0 575 942 56 Future Volume (vph) 0 47 0 575 942 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 40 40 Link Distance (ft) 137 171 408 Travel Time (s) 3.7 2.9 7.0 Confl. Peds. (#/hr) 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 10 HCM 6th TWSC 6: Bel-Red Rd & Site Access 03/29/2021

Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 47 0 575 942 56 Future Vol, veh/h 0 47 0 575 942 56 Conflicting Peds, #/hr 0 0 0 0 0 18 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 0 51 0 625 1024 61

Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 561 - 0 - 0 Stage 1 ------Stage 2 ------Critical Hdwy - 6.94 - - - - Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.32 - - - - Pot Cap-1 Maneuver 0 471 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - 464 - - - - Mov Cap-2 Maneuver ------Stage 1 ------Stage 2 ------

Approach EB NB SB HCM Control Delay, s 13.7 0 0 HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1 SBT SBR Capacity (veh/h) - 464 - - HCM Lane V/C Ratio - 0.11 - - HCM Control Delay (s) - 13.7 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.4 - -

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour Page 11 Updated Transportation Impact Study Pixel Apartments – Overlake, Redmond, WA

Future 2023 With Project PM Peak Hour Future Channelization with Sound Transit Improvements at 152 nd Ave NE / NE 24 th Street

Lanes, Volumes, Timings 4: 152nd Ave NE & NE 24th St 03/31/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 436 856 65 41 565 85 79 128 68 246 396 514 Future Volume (vph) 436 856 65 41 565 85 79 128 68 246 396 514 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Grade (%) 0% -5% 0% 0% Storage Length (ft) 200 0 90 0 250 50 200 0 Storage Lanes 1 0 1 0 1 0 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 30 30 30 Link Distance (ft) 414 899 380 620 Travel Time (s) 9.4 20.4 8.6 14.1 Confl. Peds. (#/hr) 22 15 15 22 18 29 29 18 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 (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Shared Lane Traffic (%) Turn Type pm+pt NA pm+pt NA Perm NA pm+pt NA pm+ov Protected Phases 7 4 3 8 2 1 6 7 Permitted Phases 4 8 2 6 6 Detector Phase 7 4 3 8 2 2 1 6 7 Switch Phase Minimum Initial (s) 8.0 8.0 8.0 8.0 5.0 5.0 5.0 5.0 8.0 Minimum Split (s) 15.0 26.0 15.0 26.0 23.0 23.0 15.0 23.0 15.0 Total Split (s) 21.0 43.0 15.0 37.0 52.0 52.0 15.0 67.0 21.0 Total Split (%) 16.8% 34.4% 12.0% 29.6% 41.6% 41.6% 12.0% 53.6% 16.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Recall Mode C-Max C-Max None None None None None None C-Max Intersection Summary Area Type: Other Cycle Length: 125 Actuated Cycle Length: 125 Offset: 23 (18%), Referenced to phase 4:EBTL and 7:EBL, Start of Red Natural Cycle: 90 Control Type: Actuated-Coordinated

Splits and Phases: 4: 152nd Ave NE & NE 24th St

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour - Future Channelization Page 1 HCM 6th Signalized Intersection Summary 4: 152nd Ave NE & NE 24th St 03/31/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 436 856 65 41 565 85 79 128 68 246 396 514 Future Volume (veh/h) 436 856 65 41 565 85 79 128 68 246 396 514 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.96 1.00 0.98 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 1786 1786 1786 1972 1972 1972 1786 1786 1786 1786 1786 1786 Adj Flow Rate, veh/h 449 882 67 42 582 88 81 132 70 254 408 530 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 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1 Cap, veh/h 436 1508 115 210 1262 190 153 258 137 342 640 732 Arrive On Green 0.13 0.47 0.47 0.02 0.13 0.13 0.24 0.24 0.24 0.08 0.36 0.36 Sat Flow, veh/h 1701 3190 242 1878 3256 491 567 1083 574 1701 1786 1477 Grp Volume(v), veh/h 449 469 480 42 334 336 81 0 202 254 408 530 Grp Sat Flow(s),veh/h/ln 1701 1697 1736 1878 1873 1874 567 0 1657 1701 1786 1477 Q Serve(g_s), s 16.8 25.2 25.2 1.9 20.7 20.8 17.3 0.0 13.2 10.0 23.8 18.1 Cycle Q Clear(g_c), s 16.8 25.2 25.2 1.9 20.7 20.8 26.1 0.0 13.2 10.0 23.8 18.1 Prop In Lane 1.00 0.14 1.00 0.26 1.00 0.35 1.00 1.00 Lane Grp Cap(c), veh/h 436 802 820 210 726 726 153 0 395 342 640 732 V/C Ratio(X) 1.03 0.58 0.58 0.20 0.46 0.46 0.53 0.00 0.51 0.74 0.64 0.72 Avail Cap(c_a), veh/h 436 802 820 268 726 726 231 0 623 342 886 935 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 0.95 0.95 0.95 1.00 0.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh 45.7 24.0 24.0 30.1 42.4 42.4 50.5 0.0 41.3 38.2 33.4 24.9 Incr Delay (d2), s/veh 48.7 2.8 2.7 0.4 0.9 0.9 1.1 0.0 0.4 8.0 0.4 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.3 10.6 10.9 0.9 10.6 10.7 2.5 0.0 5.5 3.6 10.3 5.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 94.4 26.8 26.7 30.5 43.3 43.4 51.5 0.0 41.7 46.2 33.7 26.1 LnGrp LOS F C C C D D D A D D C C Approach Vol, veh/h 1398 712 283 1192 Approach Delay, s/veh 48.5 42.6 44.5 33.0 Approach LOS D D D C Timer - Assigned Phs 1 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 15.0 34.8 11.1 64.1 49.8 21.8 53.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 47.0 10.0 38.0 62.0 16.0 32.0 Max Q Clear Time (g_c+I1), s 12.0 28.1 3.9 27.2 25.8 18.8 22.8 Green Ext Time (p_c), s 0.0 1.7 0.0 4.8 5.5 0.0 4.6 Intersection Summary HCM 6th Ctrl Delay 41.9 HCM 6th LOS D

Pixel Apartments Synchro 10 Report 2023 With Project - PM Peak Hour - Future Channelization Page 2 Updated Transportation Impact Study Pixel Apartments – Overlake, Redmond, WA

Appendix B

Detailed Trip Generation Calculations

Pixel Apartments Trip Generation Estimate TENW Project No. 2020-102

Pixel Apartments Trip Generation Summary - Daily

ITE Directional Distribution 2 Trips Generated 2 Land Use Units 1 LUC 2 In Out Trip Rate or Equation In Out Total Daily

Proposed Uses: Multifamily Housing (Mid-Rise) 179 DU 221 50% 50% T = 5.45(X)-1.75 487 487 974

Commercial (Retail) 500 SF 820 50% 50% 37.75 10 9 19 Pass-by 3 0% 0 0 0 Subtotal = 10 9 19

Subtotal Proposed Uses = 497 496 993

Less Existing Use: Small Office Building 3,360 SF 712 50% 50% 16.19 27 27 54

Subtotal Existing Use = 27 27 54

Net New Daily Trips = 470 469 939 Notes: 1. DU = Dwelling Units, SF = Square Feet. 2. Land use code, directional distribution and trip rates/equations from Institute of Transportation Engineers (ITE), Trip Generation Manual (10th Edition) , 2017. 3. Pass-by trips conservatively assumed to be 0 percent.

2/2/2021 Pixel Apartments Trip Generation Estimate TENW Project No. 2020-102

Pixel Apartments Trip Generation Summary - AM PEAK HOUR

ITE Directional Distribution 2 Trips Generated 2 Land Use Units 1 LUC 2 In Out Trip Rate or Equation In Out Total AM Peak Hour

Proposed Uses: Multifamily Housing (Mid-Rise) 179 DU 221 26% 74% Ln(T) = 0.98Ln(X)-0.98 16 45 61

Commercial (Retail) 500 SF 820 62% 38% 0.94 0 0 0 3 Pass-by 0% 0 0 0 Subtotal = 0 0 0

Subtotal Proposed Uses = 16 45 61

Less Existing Use: Small Office Building 3,360 SF 712 83% 17% 1.92 5 1 6

Subtotal Existing Use = 5 1 6

Net New AM Peak Hour Trips = 11 44 55 Notes: 1. DU = Dwelling Units, SF = Square Feet. 2. Land use code, directional distribution and trip rates/equations from Institute of Transportation Engineers (ITE), Trip Generation Manual (10th Edition) , 2017. 3. Pass-by trips conservatively assumed to be 0 percent.

2/2/2021 Pixel Apartments Trip Generation Estimate TENW Project No. 2020-102

Pixel Apartments Trip Generation Summary - PM PEAK HOUR

ITE Directional Distribution 2 Trips Generated 2 Land Use Units 1 LUC 2 In Out Trip Rate or Equation In Out Total PM Peak Hour

Proposed Uses: Multifamily Housing (Mid-Rise) 179 DU 221 61% 39% Ln(T) = 0.96Ln(X)-0.63 47 30 77

Commercial (Retail) 500 SF 820 48% 52% 3.81 1 1 2 3 Pass-by 0% 0 0 0 Subtotal = 1 1 2

Subtotal Proposed Uses = 48 31 79

Less Existing Use: Small Office Building 3,360 SF 712 32% 68% 2.45 3 5 8

Subtotal Existing Use = 3 5 8

Net New PM Peak Hour Trips = 45 26 71 Notes: 1. DU = Dwelling Units, SF = Square Feet. 2. Land use code, directional distribution and trip rates/equations from Institute of Transportation Engineers (ITE), Trip Generation Manual (10th Edition) , 2017. 3. Pass-by trips conservatively assumed to be 0 percent.

2/2/2021 Updated Transportation Impact Study Pixel Apartments – Overlake, Redmond, WA

Appendix C

Concurrency Application

TABLE 1. Development Mobility Unit Calculator Mobility Units/Land Use Unit ITE Land Standard of Land Uses Downtown Overlake USE Code Measure Rest of City Urban Center Urban Center Single Family 210 dwelling 1.98 2.05 2.42

Multiple Family 220 dwelling 1.39 1.44 1.7

residential Residential Suites N/A 0.85 0.88 1.04 suite Retirement Community 251 dwelling 0.64 0.66 0.78

Nursing Home 620 bed 0.52 0.54 0.63 Residential Congregate Care/Asst Living 253 dwelling 0.4 0.41 0.49

Hotel/Motel 310 room 1.86 1.93 2.28

Bank/Savings & Loan 912 sq ft/GFA 23.38 24.18 28.61

Day Care 565 sq ft/GFA 17.81 18.42 21.8

Library 590 sq ft/GFA 10.53 10.9 12.89

Post Office 732 sq ft/GFA 16.19 16.75 19.82

Service Station 944 fuel position 10.67 11.04 13.07

Services Service Station/Minimart 945 fuel position 7.8 8.07 9.54

Movie Theater 444,445 seat 0.11 0.12 0.14

Carwash 947 stall 6.93 7.17 8.48

Health Club/Racquet Club 492,493 sq ft/GFA 6.85 7.08 8.38

Elementary School 520 student 0.16 0.17 0.2

High School 530 student 0.16 0.17 0.2

Church/House of Worship 560 sq ft/GFA 1.06 1.09 1.3

Institutional Hospital 610 sq ft/GFA 1.52 1.57 1.86

- Restaurant 931 sq ft/GFA 11.53 11.93 14.11

Rest Fast Food Restaurant 934 sq ft/GFA 31.41 32.49 38.45

aurant

up to 99,999 820 sq ft/GLA 6.34 6.56 7.76

100,000-199,999 820 sq ft/GLA 6.05 6.26 7.41

200,000-299,999 820 sq ft/GLA 5.54 5.73 6.78

Commercial 300,000 and over 820 sq ft/GLA 5.34 5.52 6.53 Supermarket 850 sq ft/GFA 13.68 14.15 16.74 Convenience Market 851 sq ft/GFA 45.37 46.94 55.54 813, 815, Free Standing Discount Store sq ft/GFA 4.51 4.66 5.52 861, 863, 864

Miscellaneous Retail 820 sq ft/GFA 5.35 5.54 6.55 Retail Shopping Center RetailShopping Furniture Store 890 sq ft/GFA 0.52 0.54 0.64

Car Sales - New/Used 841 sq ft/GFA 4.03 4.17 4.94

up to 99,999 710,715, 750 sq ft/GFA 6.58 6.81 8.06

100,000-199,999 710,715, 750 sq ft/GFA 5.66 5.85 6.92

200,000-299,999 710,715, 750 sq ft/GFA 4.94 5.11 6.04 Office

300,000 and over 710,715, 750 sq ft/GFA 4.63 4.79 5.67 Administrative Medical Office/Clinic 720 sq ft/GFA 6.76 6.99 8.28

Light Industry/Manufacturing 110 sq ft/GFA 3.09 3.2 3.78

Industrial Park 130 sq ft/GFA 2.71 2.8 3.31

Warehousing/Storage 150 sq ft/GFA 1.02 1.05 1.25 Industrial Mini Warehouse 151 sq ft/GFA 0.61 0.63 0.74 For uses with standard of measure in sq ft, mobility units are given per 1000 sq ft