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RES 26-015RESOLUTION NO. 26-015 A RESOLUTION approving a Development Agreement for real properties located within the North Shore area between the City of Camas and ICG Camas 252nd LLC , HSR DEV-Mills LLC, Camas Woods LLC, and HSR Camas Woods P2 LLC, pursuant to RCW Chapter 36.70B and Camas Municipal Code 18.55.340. WHEREAS , ICG Camas 252 nd LLC , HSR DEV-Mills LLC , Camas Woods LLC , and HSR Camas Woods P2 LLC are the owners of real property situate in the City of Camas, and WHEREAS, the property owners have negotiated a development agreement with the City including a Master Plan to govern the development of the property, and WHEREAS , the City Council held a public hearing on the proposed development agreement on August 17, 2026 , at which time it considered all testimony from all interested parties , and WHEREAS , pursuant to RCW 36.70B 170 and Camas Municipal Code 18.55.340, the City of Camas and property owners are authorized to enter into a Development Agreement that sets forth the development standards and other provisions that apply to, govern , and vest the development, use, and mitigation of the described property, and WHEREAS , the City Council finds that the agreement has been reviewed by the Community Development Director, and has been found to meet applicable planning requirements, and WHEREAS, the City Council desires to approve the development agreement, NOW, THEREFORE , BE IT RESOLVED BY THE COUNCIL OF THE CITY OF CAMAS AS FOLLOWS : SECTION I That certain development agreement between the City of Camas and ICG Camas 252 nd LLC , HSR DEV-Mills LLC, Camas Woods LLC, and HSR Camas Woods P2 LLC is hereby approved. The Mayor is authorized and instructed to sign the agreement on behalf of the City of Camas. SECTION II The development agreement shall be recorded with the Clark County Auditor pursuant to the requirements ofRCW 36.70B.190. ADOPTED by the Council of the City of Camas, and approved by the Mayor this 21st day of September, 2026. Resolution No. 26-015 City Attorney HSR-NORTH SHORE DEVELOPMENT AGREEMENT - HSRD01-000001 – 7499080.1 EXHIBIT A-1 Page 1 of 1 AKS Job #9095 EXHIBIT __ RECORD DESCRIPTION Parcel No. 178175-000 That poron of Secon 35, Township 2 North, Range 3 East of the Willamee Meridian, described as follows: Beginning at a point 528 feet South of the northwest corner of Section 35, Township 2 North, Range 3 East of the Willamette Meridian; thence East, parallel to the north line of said Section, 825 feet; thence South, parallel to the west line of said Section, 792 feet; thence West, parallel to the north line of said Section to the west line of said Section, 825 feet; thence 792 feet North to the Point of Beginning. Parcel No. 177885-000 A portion of the Northeast Quarter of Section 34, Township 2 North, Range 3 East of the Willamette Meridian, City of Camas, Clark County, Washington described as follows: Commencing at a concrete monument with a brass cap marking the Northeast corner of said Secon 34; thence South 01°02’11” West, along the East line of said Northeast quarter of Secon 34, for a distance of 300.00 feet to the Southeast corner of the “Lacamas Heritage Properes LLC Tract” as described under Clark County Auditor’s File No. 5023969, recorded October 18, 2013 and the TRUE POINT OF BEGINNING; thence leaving said East line North 88°55’50” West, along the South line of said “Lacamas Heritage Properes LLC Tract” and the Westerly extension thereof, for a distance of 898.04 feet; thence South 01°02’11” West, parallel with the East line of the Northeast quarter of said Secon 34, for a distance of 1,019.66 feet to the North line of the “CJ Dens Lacamas I, LLC Tract” as described under Clark County Auditor’s File Number 4864265, recorded June 18, 2012; thence South 88°56’20” East, along said North line, for a distance of 898.04 feet to a 3/4 inch iron pipe on the East line of the Northeast quarter of Secon 34; thence North 01°02’11” East, along said East line for a distance of 1,019.52 feet to the TRUE POINT OF BEGINNING. A-1 HSR-NORTH SHORE DEVELOPMENT AGREEMENT - HSRD01-000001 – 7499080.1 EXHIBIT A-2 Page 2 of 2 AKS Job #8397 Parcel No. 178140-000 The Southeast Quarter of the Northeast Quarter of Section 35, Township 2 North, Range 3 East of the Willamette Meridian, Clark County, Washington. Except that portion lying Easterly of the following described line: BEGINNING at the Southeast corner of said Southeast Quarter of the Northeast Quarter thence west along the south line thereof, 450 feet, more or less to the southwest corner of that tract conveyed to Dale N. Haakonstad, et ux, by Real Estate Contract recorded under Auditor’s File No. 9101310233 and the true point of beginning of the following described line; thence north along the west line of said Haakonstad tract to the North line of said Southeast Quarter of the Northeast Quarter of the Terminus of said line. Situate in the County of Clark, State of Washington. Page 1 of 2 AKS Job #8397 EXHIBIT __ RECORD DESCRIPTION Parcel No. 178159-000 The West Half of the South 10 acres of the following described property: Beginning at the Center of Section 35, Township 2 North, Range 3 East of the Willamette Merdian, Clark County, Washington, and running thence North along the line between the Northwest Quarter and the Northeast Quarter of said Section 30 rods; thence East 80 rods, thence South 30 rods, thence West 80 rods to the Place of Beginning. Excepting therefrom the following described tract: Beginning at the Center of Section 35, Township 2 North, Range 3 East of the Willamette Merdian, Clark County, Washington, and running thence East along the line between the Northeast Quarter and the Southeast Quarter of said Section 480 feet to the true point of beginning of the tract herein conveyed; thence North 136 feet; thence East 180 feet; thence South 136 feet; thence West 180 feet to the point of beginning. Parcel No. 178169-000 Beginning at the Center of Section 35, Township 2 North, Range 3 East of the Willamette Merdian, Clark County, Washington, and running thence East along the line between the Northeast Quarter and the Southeast Quarter of said Section 480 feet to the true point of beginning of the tract herein conveyed; thence North 136 feet; thence East 180 feet; thence South 136 feet; thence West 180 feet to the point of beginning. Parcel No. 178108-000 The East Half of the South 10 Acres of the following described property: Beginning at the Center of Section 35, Township 2 North, Range 3 East of the Willamette Merdian, Clark County, Washington, and running thence North along the line between the Northwest Quarter and the Northeast Quarter of said Section 30 rods; thence East 80 rods, thence South 30 rods, thence West 80 rods to the Place of Beginning. A-2 HSR-NORTH SHORE DEVELOPMENT AGREEMENT - HSRD01-000001 – 7499080.1 EXHIBIT B 6154 6255 635657585960 667467756876697071 64726573 48 47 4653 4552 4451 435049 25 26 27 28 29 3023 3124 34 33 35 39 37 36 42 41 40 38 32 192021 16 234 5 1312111098 15714 6 22 17 1 18 9796908289818880 958779 948678 93859284918377 104 103 10099 101 102 98 105 107 106109 108 110 TR A C T O TRACT P TRACT Q TRACT A TRACT E TRACT B TRACT D TRACT F TRACT C TRACT G TRACT J TRACT K TRACT M TRACT N TRACT L N 54TH AVE N M I L L S S T NOR T H S H O R E B L V D AC C E S S R D NORTH SHORE BLVD N 56TH AVE N 56TH A V E N 54TH PL N B E A R L N N 57TH PL N M I L L S C T ±13,787 SF N 55TH AVE FO R E S T R Y SU R V E Y I N G EN G I N E E R I N G NA T U R A L R E S O U R C E S LA N D S C A P E A R C H I T E C T U R E PL A N N I N G VI L L A G E A T N O R T H S H O R E CA M A S , W A S H I N G T O N MP-01 MA S T E R P L A N - O V E R A L L R E N D E R I N G SE LEADBETTER ROAD N 55TH AVE N 54TH AVE N M I L L S S T NOR T H S H O R E B L V D AC C E S S R D NORTH SHORE BLVD N 56TH AVE N 56TH A V E TRACT O 2222 1717 11 1818 3232 3535 110 3939 3737 3636 4242 4141 4040 3838 1616 191920202121 97979696 TRACT Q 22 2525 2626 2727 2828 2929 30302323 31312424 3434 3344 55 13131212111110109988 151577141466 TRACT M TRACT K TRACT N 3333 7777 4848 4747 46465353 45455252 44445151 434350504949 61615454 62625555 636356565757585859596060 666674746767757568687676696970707171 6464727265657373 909082828989818188888080 959587877979949486867878939385859292848491918383 102 98 TRACT H 105 107 106 109 104 103 10099 101 TRACT E TRACT D TRACT C TRACT A TRACT B 108 TRACT J TRACT F PHASE 1 PHASE 2 PHASE 3 PHASE 4 PHASE 5 N 54TH PL N B E A R L N N 57TH PL N M I L L S C T PHASE 6 TRACT G TRACT P TRACT L FO R E S T R Y SU R V E Y I N G EN G I N E E R I N G NA T U R A L R E S O U R C E S LA N D S C A P E A R C H I T E C T U R E PL A N N I N G VI L L A G E A T N O R T H S H O R E CA M A S , W A S H I N G T O N MP-02 MA S T E R P L A N - D E V E L O P M E N T P L A N DEVELOPMENT STANDARDS (HD-NS) DEVELOPMENT STANDARDS (LD-NS) (DENSITY TRANSFER) DEVELOPMENT STANDARDS (MX-NS) DEVELOPMENT STANDARDS (C-NS) DENSITY NOTES: TRACT OWNER PURPOSE AREA SE E V E R E T T S T R E E T ( S R 5 0 0 ) NORTH SHORE BLVD NE 3RD STREET NE 2 5 2 N D A V E N U E NE 2 5 7 T H A V E N U E SE 8TH STREETSE LEA D B E T T E R R O A D N B E N T O N D R I V E NE 56T H A V E N B E N T O N D R I V E NORTH SHORE BLVD ARTERIAL ALIGNMENT FO R E S T R Y SU R V E Y I N G EN G I N E E R I N G NA T U R A L R E S O U R C E S LA N D S C A P E A R C H I T E C T U R E PL A N N I N G VI L L A G E A T N O R T H S H O R E CA M A S , W A S H I N G T O N MP-03 MA S T E R P L A N - A R T E R I A L R O A D W A Y NORTH SHORE BLVD ARTERIAL SECTIONS (SEE EXHIBIT B) FO R E S T R Y SU R V E Y I N G EN G I N E E R I N G NA T U R A L R E S O U R C E S LA N D S C A P E A R C H I T E C T U R E PL A N N I N G VI L L A G E A T N O R T H S H O R E CA M A S , W A S H I N G T O N MP-04 MA S T E R P L A N - S T R E E T S E C T I O N S Scale: N.T.S. NORTH SHORE BOULEVARD - EAST WEST (80' R.O.W.)1A Scale: N.T.S. NORTH SHORE BOULEVARD - PARKING ONE SIDE (75' R.O.W.)2 Scale: N.T.S. NORTH SHORE BOULEVARD - NO PARKING (68' R.O.W.)3 Scale: N.T.S. NORTH SHORE BOULEVARD - STREAM CROSSING (110' R.O.W.)4 Scale: N.T.S. NORTH SHORE BOULEVARD - NORTH SOUTH (80' R.O.W.)1B 6. Transportation Impact Study 6. T r a n s p o r t a t i o n I m p a c t S t u d y Exhibit 7 SUB25-1008 H:\31\31552 - Village at North Shore\report\final\31552 North Shore Village TIA.docx TRANSPORTATION IMPACT STUDY June 30, 2025 Project# 31552 To: James E Carothers, PE & Anita Ashton City of Camas Community Development Engineering 616 NE 4th Avenue Camas, WA 98607 Dylan Bass, Jason Lugo, & Courtney Hajda Washington State Department of Transportation (WSDOT) Southwest Region 11018 Northeast 51st Circle Vancouver, WA 98668-1709 From: Chris Brehmer, PE, Claire Dougherty, PE, & Sutapa Banerjee CC: Bryce Hanson, PE, LSIT, AKS Engineering & Forestry, LLC Kevin Miller, HSR Development RE: North Shore Village Residential Transportation Impact Study Village at North Shore - HSR Dev Mills LLC, the Applicant, proposes to develop a 36.04-acre residential project located on the west side of NE Everett Street (State Route 500) and south of NE 3rd Street, in the vicinity of NE 252nd Avenue. A Transportation Impact Study (TIS) is required per City of Camas Municipal Code (CMC) Section 17.11.030.B.12 as part of the land use approvals for the new homes. This memorandum documents the TIS analysis, findings, and recommendations. Subject to City, County and Washington State Department of Transportation (WSDOT) review and direction, the following recommendations were identified to be implemented in conjunction with site development : ◼ Make a proportional financial mitigation contribution to the City of Camas’ planned NW Sierra Street/NW Lake Road roundabout project. – The City is currently assessing a fee of $1,423 per PM peak hour trip added to this intersection, but may switch to a future Traffic Impact Fee (TIF) as part of the on-going TIF Update program which is anticipated to be completed in 2025. Should the $1,423 per PM peak trip remain in effect for this development application, the resulting fee estimate for this development is $45,536 (based on 32 PM peak hour trips added). The City will determine the final contribution amount or if a TIF would apply. ◼ Collaborate with WSDOT to identify and implement (if construction is required) capacity mitigation at the SR 500 (NE 242nd Avenue)/NE 28th Street intersection in conjunction with site development. – Potential options identified to explore with WSDOT include but are not limited to payment of a proportional share financial contribution to a future intersection capacity improvement. ◼ Collaborate with Clark County to define and, if needed, construct an appropriate paved section along NE 252th Avenue and NE 3rd Street to serve as the interim primary access to the proposed development. ◼ Collaborate with Clark County to re-sign and restripe the NE 257th Avenue/NE 3rd Street intersection in conjunction with the proposed development in accordance with the Manual on Uniform Traffic Control Devices. Exhibit 1 below shows a conceptual illustration of suggested curve warning signs, striping revisions along with suggested STOP sign and STOP bar relocation/replacement that could be implemented with the proposed site development, subject to Clark County direction. 851 SW 6th Avenue, Suite 600 Portland, OR 97204 P 503.228.5230 2025.06.30 07:42:06-07'00' Exhibit 7 SUB25-1008 June 2025 Page 2 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Exhibit 1. Conceptual NE 257th Avenue/NE 3rd Street Signing and Striping Changes Aerial Image Source: Google Earth ◼ Subject to City of Vancouver concurrence and final residential unit count confirmation, pay the following proportional share intersection fees as identified per City of Vancouver requirements: – $9,200 towards NE 192nd Avenue/NE 13th Street mitigation – $2,100 towards NE 172nd Avenue/NE 18th Street mitigation – $5,600 towards NE 179th Place/NE 18th Street mitigation – $8,400 towards NE 187th Avenue/NE 18th Street mitigation ◼ Locate and maintain site landscaping, above-ground utilities, and site signage at all local street intersections within and adjacent to the site to provide adequate intersection sight distance per applicable City and County requirements. The details of the study methodology, findings, and recommendations are summarized herein. INTRODUCTION The Applicant’s current site plan includes 41 detached single-family homes, 61 attached homes (townhomes), and 140 apartments, with construction and occupancy anticipated by 2030. The site may develop in up 5 phases, with Phases 1-3 built initially, followed by Phases 4 and 5. Longer-term, the site may be expanded to include approximately 30,250 square feet of commercial space once vehicular connectivity to the site is improved via North Shore Boulevard to the west and east; however, this initial development phase and the focus of this TIS is limited to the proposed residential units and the connectivity available at this time. Vehicular site access for the proposed residential phase will be via the existing NE 252nd Avenue connection to NE 3rd Street and the NE 3rd Street/NE 257th Avenue intersection. Longer-term, with future development by others, a North Shore Boulevard connection east to the planned SE Everett Street/SE Everett Drive roundabout may be added, but such a connection is assumed to be outside of the timeframe for buildout (2030). Additionally, if adjacent properties to the west re-develop in the future, North Shore Boulevard will also connect west, to NE 232nd Avenue. Figure 1 shows the site vicinity map, and Figure 2 shows a current site plan and anticipated phasing. Exhibit 7 SUB25-1008 SITE 500 SE C r o w n R d NE 3rd St SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NW L a c a m a s L n NW S i e r r a S t SE 23rd StNE Woodburn Dr SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t SE R o b i n s o n R d NE Hathaway Rd N H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 0 0 p m - s b a n e r j e e L a y o u t T a b : F i g 1 S i t e V i c i n i t y M a p Site Vicinity Map Camas, Washington 1 31552 - North Shore Village Residential TIS June 2025 Figure 14CLARK COUNTY 501 5 205 500 502 503 SITE Exhibit 7 SUB25-1008 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 0 6 p m - s b a n e r j e e L a y o u t T a b : F i g 2 P r o p o s e d S i t e P l a n Preliminary Site Plan Camas, Washington 2 31552 - North Shore Village Residential TIS June 2025 FigureRECEIVED FROM AKS ENGINEERING AND FORESTRY, LLC: (FEBRUARY 2025) NOT TO SCALE Exhibit 7 SUB25-1008 June 2025 Page 5 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. STUDY METHODOLOGY The City of Camas’ Transportation Impact Study Guidelines (Reference 1) require preparation and submittal of a TIS for each proposed development that generates 200 or more daily vehicle trips. The 200 daily trip threshold is met for the North Shore Village residential phase, triggering a TIS. The study intersections were determined through a scoping process involving staff from the City of Camas, WSDOT and Clark County. The final study intersection list reflects a combination of City of Camas trip thresholds, the anticipated site trip distribution pattern and trip assignment, and scoping correspondence with agency staff. Notably, the current site plan is slightly revised from the preliminary site plan shared during the TIA scoping phase due to coordination of, and revisions, to the North Shore Boulevard alignment. The change in roadway layout and unit totals resulted in 3 additional AM peak hour trips and 5 additional PM peak hour trips as compared to the preliminary site plan and trip assignment shared during scoping. Appendix A includes documentation from the scoping process. Analysis Scenarios Weekday morning (7-9 AM) and weekday afternoon commuter peak period (4-6 PM) traffic conditions were assessed for the following analysis scenarios: ◼ Year 2025 existing traffic conditions; ◼ Year 2030 background traffic conditions (including background growth and identified in-process developments, but not including any site-generated traffic volumes related to the proposed development); and, ◼ Year 2030 total traffic conditions (including site-generated traffic volumes to the proposed development). Study Intersections The study intersections and existing traffic control configurations are identified in Table 1. The intersection numbers listed in Table 1 correspond with the analysis figures in this report. Clark County requires inclusion of regionally significant intersections within a two-mile radius of a site that generates between 51 and 250 peak hour trips. Clark County staff initially indicated that the NE Reily Road/NE Blair Road should be included in the analysis, however the site-generated trip distribution pattern and trip assignment shown in the scoping documentation (and Figures 9 and 10 herein) show no site- generated trips are anticipated to utilize this intersection. Therefore, this intersection is not carried forward in the analysis as a study intersection. Exhibit 7 SUB25-1008 June 2025 Page 6 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Table 1. Study Intersections and Peak Hour Analysis Periods ID Study Intersection Traffic Control 1 NE 232nd Ave/NE 28th St TWSC 2 SR 500/NE 28th St TWSC 3 SR 500/NE 249th Ave TWSC 4 NE 249th Ave/NE 14th St TWSC 5 NE 257th Ave/NE 3rd St TWSC 6 SR 500/NE 3rd St TWSC (Future Roundabout) 7 SR 500/NE Everett Dr TWSC (Future Roundabout) 8 SR 500/SE Leadbetter Rd TWSC 9 SR 500/NE 43rd Ave Signalized 10 SR 500/NW Lake Rd Roundabout 11 SR 500/NE 17th Ave TWSC 12 SR 500/NE 15th Ave TWSC 13 SR 500/NE 14th Ave TWSC 14 Division St/NW 6th Ave TWSC 15 NW Lacamas Ln/NW Lake Rd TWSC 16 NW Sierra St/NW Lake Rd TWSC (Future Roundabout) 17 NW Leadbetter Dr/NW Lake Rd TWSC 18 NW Parker St/NW Lake Rd Signalized 19 SE 283rd Ave/SE 23rd St TWSC TWSC = Two Way Stop Control Capacity Analysis Methodology Intersection level-of-service and volume-to-capacity (v/c) analyses described in this report were performed at signalized and unsignalized intersections in accordance with the procedures stated in the Highway Capacity Manual, 7th Edition (Reference 2) methodology using Synchro 12 software. Roundabouts were analyzed using Sidra and incorporate Sidra Policy Settings per WSDOT requirements (Reference 3)1. 1 https://wsdot.wa.gov/sites/default/files/2021-03/TrafficOps-WSDOTSidraPolicyAndSettings.pdf Exhibit 7 SUB25-1008 June 2025 Page 7 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Mobility Standards City of Camas Camas uses level of service (LOS) for traffic operations. Minor and local streets must meet LOS C standards, and collector and arterial streets must meet LOS D standards. If site traffic contributes to traffic operations that exceed the LOS D standard, then the TIS recommendations need to include mitigations or roadways improvements. SR 500 (NE Everett Street) Chapter 320 of WSDOT’s Design Manual (Reference 4) covers traffic impact analysis on state facilities. The Urban non-National Highway System facilities (non-HSS standard) established by the Southwest Washington RTC for Clark County is LOS E and applies to study intersections 6 through 122. The Rural non- HSS standard is LOS C, which based on WSDOT mapping, applies to study intersections 2 and 3. Clark County Clark County Code (CCC) Section 40.350.020.G defines the County’s LOS standards. Per CCC Section 40.350.020.G.1.c: “All unsignalized intersections of regional significance in the unincorporated county shall achieve LOS E standards or better (if warrants are not met). If warrants are met, unsignalized intersections of regional significance shall achieve LOS D standards or better. Intersection control or mitigation of unsignalized intersections shall be at the discretion of the Public Works Director and shall not obligate the County to meet this LOS standard. However, proposed developments shall not be required to mitigate their impacts in order to obtain a concurrency approval unless: (1) The proposed development adds at least five (5) peak hour trips to a failing intersection approach; and (2) The worst movement on the failing approach is worsened by the proposed development. In determining whether the movement is worsened, the Public Works Director shall consider trip volume, delay, and any other relevant factors.” Table 2 summarizes the applicable intersection performance metrics at each study intersection. Two minor roadway County intersections are also included in the analysis – study intersections 4 and 5. Though by classification, these intersections are not regionally significant and are compared to a LOS E standard for informational purposes only. 2 Regional Transportation Planning Organizations (RTPOs) have the authority to set LOS thresholds for non- Highways of Statewide Significance (HSS). The Urban non-HSS standard established by RTC for Clark County is LOS E. Exhibit 7 SUB25-1008 June 2025 Page 8 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Table 2. Study Intersection Performance Metrics ID Potential Study Intersection Traffic Control Jurisdictional Authority Facility Designation Operating Requirement 1 NE 232nd Ave/NE 28th St TWSC Clark County Rural Major Collector LOS E 2 SR 500/NE 28th St TWSC RTC1 Rural non-HSS LOS C 3 SR 500/NE 249th Ave TWSC RTC1 Rural non- HSS LOS C 4 NE 249th Ave/NE 14th St TWSC Clark County Minor Road LOS E2 5 NE 257th Ave/NE 3rd St TWSC Clark County Minor Road LOS E2 6 SR 500/SE 3rd St TWSC (Future Roundabout) RTC1 Urban non- HSS LOS E 7 SR 500/NE Everett Dr TWSC (Future Roundabout) RTC1 Urban non- HSS LOS E 8 SR 500/SE Leadbetter Rd TWSC RTC1 Urban non- HSS LOS E 9 SR 500/NE 43rd Ave Signalized RTC1 Urban non- HSS LOS E 10 SR 500/NW Lake Rd Roundabout RTC1 Urban non- HSS LOS E 11 SR 500/NE 17th Ave TWSC RTC1 Urban non- HSS LOS E 12 SR 500/NE 15th Ave TWSC RTC1 Urban non- HSS LOS E 13 SR 500/NE 14th Ave TWSC RTC1 Urban non- HSS LOS E 14 Division St/NW 6th Ave TWSC City of Camas City Arterial LOS D 15 NW Lacamas Ln/ NW Lake Rd TWSC City of Camas City Arterial LOS D 16 NW Sierra St/ NW Lake Rd TWSC (Future Roundabout) City of Camas City Arterial LOS D 17 NW Leadbetter Dr/ NW Lake Rd TWSC City of Camas City Arterial LOS D 18 NW Parker St/NW Lake Rd Signalized City of Camas City Arterial LOS D 19 SE 283rd Ave/SE 23rd St TWSC Clark County Urban Collector LOS E TWSC = Two-way Stop Control 1RTPOs have the authority to set LOS thresholds for non-Highways of Statewide Significance (HSS). The Urban non-HSS standard established by RTC for Clark County is LOS E. 2The Clark County Arterial Atlas identifies NE 249th Avenue, NE 3rd Street and NE 257th Avenue as Minor Roads. They are not considered Regionally Significant roadways and were compared to the regionally significant LOS E standard for informational purposes only. Exhibit 7 SUB25-1008 June 2025 Page 9 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. REPORT FORMAT This report addresses the following transportation topics: ◼ Existing land use and transportation system conditions within the site vicinity , including facilities for people walking, bicycles or taking transit, as well as traffic safety and intersection operations; ◼ Planned developments and transportation improvements within the study area; ◼ Forecast year 2030 background traffic conditions during the weekday AM and PM peak hours; ◼ Weekday AM and PM peak hour site trip generation and distribution estimates; ◼ Forecast year 2030 total traffic conditions with site development during the weekday AM and PM peak hours; ◼ Vehicle queuing and turn lane considerations at the study intersections closest to the site; and, ◼ Conclusions and recommendations. EXISTING CONDITIONS The existing conditions analysis identifies site conditions and the current operational and geometric characteristics of streets within the study area. The purpose of this section is to set the stage for a basis of comparison to future conditions. The study intersections were inventoried in April 2025. Site Conditions and Adjacent Land Uses The proposed development is generally located north of Lacamas Lake, west of NE Everett Street (SR 500) and south of NE 3rd Street, in the vicinity of NE 252nd Avenue. The approximately 36.04-acre site is comprised of Parcel Numbers 17788000 and 178175000. These two parcels are located within the North Shore area and are zoned North Shore Lower Density Residential (LD-NS), North Shore Mixed Use (MX-NS) and North Shore Commercial (C-NS). A few single-family homes and agricultural uses occupy the site today. The site accesses the public roadway system via NE 252nd Avenue which connects to NE 3rd Street. The few existing structures may be removed part of the proposed site redevelopment, but structures on adjacent properties will remain until potential future development (by others) Longer-term, with future development by others, a North Shore Boulevard connection east to the planned SE Everett Street/SE Everett Drive roundabout may be added, but such a connection is assumed to be outside of the timeframe for buildout of this development and is dependent on development of several of the adjacent properties. Additionally, North Shore Boulevard may be extended west in the future, to connect to NE 232nd Avenue if adjacent taxlots pursue redevelopment in the future. This site is bordered to the north by the existing Johnston Dairy property, which includes several agricultural associated structures. To the southeast, this site is bordered by the CJ Dens development open space green area. Exhibit 7 SUB25-1008 June 2025 Page 10 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Transportation Facilities Table 3 provides a summary of the existing streets closest to the site. Figure 3 illustrates the existing lane configurations and traffic control devices at the study intersections. Table 3. Existing Transportation Facilities Street Jurisdiction Classification Cross- Section Posted Speed Sidewalks Present? Bike Lanes Present? NE 232nd Avenue Clark County Major Rural Arterial1 2-lane 45 mph No No NE Everett Street (SR 500) WSDOT Rural Major Collector / Urban Minor Arterial3 2-lane 45 mph4 No No NE 249th Avenue Clark County Minor Road 2-lane 40 mph No No NE 14th Street Clark County Minor Road 2-lane 40 mph No No NE 3rd Street Clark County Minor Road 2-lane 40 mph No No NE 257th Avenue Clark County Minor Road 2-lane 40 mph No No SE Leadbetter Road City Local5 2-lane 40 mph No No 1Clark County Arterial Atlas (References 5 and 6) 2WSDOT Functional Classification (Reference 7) 3North of Robinson Road, SR 500 is classified as a Rural Major Collector. South of Robinson Road, SR 500 is classified as an Urban Minor Arterial. 4Along SR 500, lower advisory speeds are posted at roadway curves. As SR 500 approaches downtown Camas, the posted speed is reduced to 25 mph. 5 2035 City of Camas 2035 Comprehensive Plan (Transportation Element, Reference 8). Facilities for Non-Motorized Users As shown in Table 3, given the rural nature of the surrounding roadways, there are no sidewalks or bike lanes present today. It is anticipated that new sidewalks will be constructed on-site with project development, and that when built-out as an arterial, North Shore Boulevard will include facilities for pedestrians and bicyclists. Transit Facilities C-Tran provides transit service within the City of Camas. There are no fixed-route transit services currently operated in the site vicinity. The nearest fixed-route service provides east-west service along NE 3rd Avenue in the downtown Camas area and is located over two miles south of the project site. Given the lack of transit service within a convenient ½ mile walking distance today and for the foreseeable future, no transit-related trip reductions were assumed in this study and no transit-related mitigation measures are recommended as part of the proposed development. Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 0 7 p m - s b a n e r j e e L a y o u t T a b : F i g 3 E L C T C D Existing Lane Configurations & Traffic Control Devices Camas, Washington 3 31552 - North Shore Village Residential TIS June 2025 Figure# 1 6 11 16 21 4 18 17 16 7 8 9 15 11 12 5 6 13 14 3 NORTH - STOP SIGN - TRAFFIC SIGNAL - YIELD SIGN - STUDY INTERSECTION - ROUNDABOUT NE 232nd AVE / NE 28th ST SR 500 / NE 28th ST NE 257th AVE / NE 3rd ST SR 500 / NE 3rd ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43rd AVE SR 500 / NW LAKE RD SR 500 / NE 17th AVE SR 500 / NE 15th AVE SR 500 / NE 14th AVE DIVISION ST / NW 6th AVE NW LACAMAS LN / NW LAKE RD NW SIERRA ST / NW LAKE RD NW LEADBETTER DR / NW LAKE RD NW PARKER ST/ NW LAKE RD NE 249th AVE / NE 14th ST SR 500 / NE 249th AVE - SITE KEY MAP 10 19 19 SE 283rd AVE/ SE 23rd ST Exhibit 7 SUB25-1008 June 2025 Page 12 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. TRAFFIC SAFETY WSDOT provided crash records for the five-year period from January 1, 2020 to December 31, 2024. The data was reviewed to identify potential crash trends or safety needs at the study intersection. Table 4 summarizes the reported crash type, severity and calculated crash rate by intersection. Appendix B contains the WSDOT crash data. Table 4. Intersection Crash Frequency and Severity (January 2020 through December 2024) # Intersection Agency Collision Type Crash Severity To t a l N u m b e r o f C r a s h e s Cr a s h R a t e 1 Re a r -en d Tu r n i n g An g l e Si d e S w i p e Ba c k i n g Fi x e d O b j e c t Pe d / B i k e Ot h e r PD O In j u r y Fa t a l it y 1 NE 232nd Ave/NE 28th St County 1 1 3 - - 2 1 - 6 2 - 8 0.71 2 SR 500/NE 28th St WSDOT - 1 2 - - - - - 3 - - 3 0.24 3 SR 500/NE 249th Ave WSDOT - 1 - - - 2 - - 2 1 - 3 0.27 4 NE 249th Ave/NE 14th St County - - - - - - - - - - - 0 0.00 5 NE 257th Ave/NE 3rd St County - - - - - - - - - - - 0 0.00 6 SR 500/SE 3rd St WSDOT 1 - - - - 3 - - 4 - - 4 0.61 7 SR 500/NE Everett Dr WSDOT - - 1 - - 2 - - 2 1 - 3 0.36 8 SR 500/SE Leadbetter Rd WSDOT 1 - 1 - - - - - 2 - - 2 0.19 9 SR 500/NE 43rd Ave WSDOT 1 2 - - - - - - 2 1 - 3 0.15 10 SR 500/NW Lake Rd WSDOT 2 - 4 1 - 2 - - 6 3 - 9 0.28 11 SR 500/NE 17th Ave WSDOT - - - - - - - - - - - 0 0.00 12 SR 500/NE 15th Ave WSDOT - 1 1 - - - - - 1 1 - 2 0.11 13 SR 500/NE 14th Ave WSDOT 1 1 1 - - 1 - - 4 - - 4 0.27 14 Division St/NW 6th Ave City 2 1 1 - - 1 1 - 4 2 - 6 0.21 15 NW Lacamas Ln/ NW Lake Rd City - - - - - 1 - - 1 - - 1 0.05 16 NW Sierra St/NW Lake Rd City - - 1 - - - - - 1 - - 1 0.04 17 NW Leadbetter Dr/ NW Lake Rd City - - 1 - - - - - - 1 - 1 0.05 18 NW Parker St/NW Lake Rd City 5 1 1 1 - - - - 5 3 - 8 0.30 19 SE 283rd Ave/SE 23rd St City - - - - - 2 - - 1 1 - 2 0.26 1 Crash rate is calculated as the number of crashes per million entering vehicles. The sections that follow provide identification of crash types and/or factors contributing to the reported crashes. Walking and Biking Related Crashes As shown in Table 4, there were two reported crashes involving people riding bikes, one each at intersections #1 and #14. Details include: – NE 232nd Avenue / NE 28th Street (Intersection #1): One non-injury bicycle-related crash was reported at this intersection. The incident involved a westbound through vehicle and a bicyclist making an improper turn/merge maneuver. Exhibit 7 SUB25-1008 June 2025 Page 13 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. – Division Street / NW 6th Avenue (Intersection #14): A single bicycle-related crash was reported at this location, with a bicyclist and vehicle colliding at a stop sign and resulted in a suspected minor injury. Crash Severity There were no reported fatal crashes at the study intersections. There was one reported fatal collision that occurred in the vicinity of the NW Lacamas Lane/NW Lake Road intersection. This head-on collision involved two passenger cars and resulted in one fatality and four injuries. This collision occurred during daylight and dry conditions while one vehicle was negotiating a curve south of the intersection and was attributed to an unknown distraction. None of the study intersections experienced a crash rate greater than 1.0 crashes per million entering vehicles (i.e., the metric used by the City to assess whether further analyses are warranted). Further review of individual intersection crash patterns at WSDOT-maintained intersections is summarized below. SR 500/NE 28th Street (Intersection #2) Of the three reported crashes at the SR 500/NE 28th Street intersection: ◼ All occurred during daylight conditions. ◼ One involved a southbound through movement to the private driveway (south approach) that did not grant the right-of-way to a westbound through movement. ◼ One involved a northbound through movement from the private driveway that did not grant the right-of-way to a southbound left-turn movement. ◼ The third involved an eastbound through movement that made an improper turn/merge with an eastbound left-turn vehicle. No crash trends requiring mitigation were identified at this intersection through the crash data review. SR 500/NE 249th Avenue (Intersection #3) Of the three reported crashes at the SR 500/NE 249th Avenue intersection: ◼ The injury crash involved a westbound motorcycle that struck a tree in the dark while reportedly exceeding the “reasonable safe speed” per the crash report. ◼ One involved an improper southbound left-turn out of a nearby driveway that was struck by a westbound through vehicle with the crash reported at the driveway within the intersection during daylight conditions. ◼ One involved interaction between an eastbound right-turn and a westbound through movement during rainy daylight conditions. There are two private driveway approaches on the north side of SR 500 offset from the NE 249th Avenue approach: one located approximately 50 feet west of the intersection on SR 500 and the other approximately 80 feet to the east on SR 500. No crash trends requiring mitigation were identified at this intersection through the crash data review. Exhibit 7 SUB25-1008 June 2025 Page 14 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. SR 500/SE 3rd Street (Intersection #6) Of the four reported crashes at the SR 500/NE 249th Avenue intersection: ◼ Two fixed object collisions involved drivers under the influence of alcohol and one was exceeding a reasonable safe speed that ended up in a roadway ditch. ◼ The rear-end crash involved two eastbound vehicles with one driver characterized as “operating recklessly or aggressively”. The intersection is located on a horizontal curve. WSDOT plans to construct a single lane roundabout at this intersection in the near-term (prior to the North Shore village residential development) as will be described further later in this report. SR 500/NE Everett Drive (Intersection #7) Of the three reported crashes at the NE Everett Street/NE Everett Drive intersection: ◼ All three crashes occurred during daylight conditions. ◼ Of the two single vehicle fixed object collisions, one was attributed a driver under the influence of alcohol in which the vehicle drove into a ditch while the other was attributed to distracted driving in which the vehicle struck a street light pole. Neither crash involved an injury. ◼ The injury crash involved a southbound left-turn and a northbound through movement in which the left-turn did not yield. This intersection is planned to be reconstructed as a single lane roundabout in conjunction with the approved Camas Woods development project as will be described further later in this report. SR 500/SE Leadbetter Road (Intersection #8) Of the two reported crashes at the NE Everett Street/SE Leadbetter Road intersection: ◼ Both occurred during daylight hours. ◼ One involved an eastbound rear-end collision and one was an angle crash involving an eastbound left-turn and a northbound through movement. No injuries were reported with either crash. Though SE Leadbetter Road currently connects to NE 232nd Avenue, longer-term the City envisions SE Leadbetter Road being disconnected to the west and converted to a walking/bicycling trail along Lacamas Lake. This change is not currently expected until after North Shore Boulevard is built-out, connecting NE 232nd Avenue to SR 500, but would be anticipated to change travel patterns through this intersection. No crash trends requiring mitigation were identified at this intersection through the crash data review. SR 500/NE 43rd Avenue (Intersection #9) Of the three reported crashes at the SR 500/SE Leadbetter Road intersection: ◼ One crash was a rear-end collision that occurred during dark conditions and two were angle crashes that occurred during daylight. ◼ The two angle crashes involved southbound left-turning vehicles. The southbound left-turn movement is currently controlled by a protected green arrow and a permissive Flashing Yellow Arrow. Exhibit 7 SUB25-1008 June 2025 Page 15 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. The City of Camas is currently in the process of designing a roundabout to replace the existing traffic signal , though roundabout construction is not programmed or financed at the time this report was prepared. No crash trends requiring mitigation were identified at this intersection through the crash data review. SR 500/NW Lake Road (Intersection #10) Of the nine reported crashes at the SR 500/NW Lake Road roundabout intersection: ◼ Four occurred during daylight conditions. ◼ Three were described as circulating the roundabout (one side swipe, two fixed object), five entering the roundabout, and one rear-end at the intersection but not related. The roundabout was constructed in 2020. One crash was reported in 2020, one in 2021, two in 2023, and five in 2024 (one of which involved a driver under the influence of alcohol who hit a fixed object). Roundabouts are considered a proven safety countermeasure by the Federal Highway Administration (FHWA), offering benefits such as slower travel speeds, fewer conflict points, and reduced crash severity compared to other intersection types. There was no pattern apparent amongst the crashes and no crash trends requiring mitigation were identified at this intersection through the crash data review. SR 500/NE 17th Avenue (Intersection #11) This intersection had no reported crashes over the five-year review period. SR 500/NE 15th Avenue (Intersection #12) Of the two reported crashes at the SR 500/NE 15th Avenue intersection: ◼ Both occurred during daylight hours. ◼ One involved an eastbound right turn that did not signal being struck by an eastbound through movement while the other angle crash resulted in a minor injury attributed to a vehicle that failed to grant the right-of-way. No crash trends requiring mitigation were identified at this intersection through the crash data review. SR 500/NE 14th Avenue (Intersection #13) Of the four reported non-injury crashes at the NE Everett Street/NE 14th Avenue intersection: ◼ A single vehicle fixed object crash occurred during daylight hours and involved a fire hydrant. ◼ The turning crash involved a speeding vehicle making a left-turn making contact with a legally parked unoccupied vehicle in the dark at 5:30 AM. ◼ One rear-end crash involved two southbound vehicles on SR 500, with one vehicle noted as following too closely under dark conditions. ◼ One involved a school bus making a northbound right-turn around 4:22 PM struck by a westbound vehicle that did not grant the right-of-way in 2021. No crash trends requiring mitigation were identified at this intersection through the crash data review, though it is noted that the existing two-way stop control configuration (eastbound and westbound are stop controlled, northbound and southbound operate uncontrolled) functionally operates more like a three-way stop control, as the northbound private driveway approach crosses a sidewalk. Observations of the Exhibit 7 SUB25-1008 June 2025 Page 16 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. intersection showed a tendency for many westbound drivers on NE 14 th Avenue to slow, but not fully stop at the intersection. No safety-based mitigation needs were identified for implementation in conjunction with the proposed development based on the crash data review. Traffic Volumes and Peak Hour Operations Vehicle turning movement, pedestrian and bicycle counts were collected at the study intersections on a mid-week day in April 2025 during the morning (7:00 – 9:00 AM) and evening (4:00 - 6:00 PM) hours when local schools were in-session and there were no adverse weather conditions. Appendix C contains the traffic count sheets used in this study. The weekday AM and PM peak hour traffic volumes and the associated intersection operations are shown in Figures 4 and 5. As shown, the study intersections satisfy the applicable agency standards/targets u nder existing weekday AM peak hour conditions. During weekday PM peak hour conditions, all but two study intersections satisfy the applicable agency standards/targets today. The two study intersections that do not satisfy the applicable performance measures during PM peak hour conditions are discussed further below. SR 500 (NE Everett Street)/NE 14th Avenue (Intersection #13) Delay experienced on the eastbound stop controlled approach results in LOS F operations (exceed LOS E requirement) during the weekday PM peak hour with a V/C ratio of 0.61. Although both the eastbound and westbound approaches are stop controlled, observation of the intersection indicates that drivers making the higher volume westbound to northbound movement at times create “courtesy gaps” for the occasional eastbound drivers to enter the intersection. NW Sierra Street/NW Lake Road (Intersection #16) Delay experienced by the stop controlled northbound left -turn movement results in LOS E operations (exceed LOS D requirement) with a V/C ratio of 0.40 during the weekday PM peak hour. Northbound right- turn movements operate at LOS B with a 0.21 V/C ratio during the same period. The City of Camas is preparing design plans to construct a roundabout at the intersection. Other Observations While the respective agency standards/targets are satisfied, field observations identified notable delay and queueing on SR 500 near Everrett Drive, and the northbound NE 232nd Avenue approach to NE 28th Street during the weekday morning and afternoon dismissal periods of the nearby schools. These peak queues were observed to last for approximately 15 minutes and were associated with school related trips at the start and end of the school classroom day. Appendix D includes the existing conditions level-of-service worksheets. Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 0 7 p m - s b a n e r j e e L a y o u t T a b : F i g 4 E X A M 2025 Existing Traffic Conditions Weekday AM Peak Hour Camas, Washington 4 31552 - North Shore Village Residential TIS June 2025 Figure # 1 6 11 16 21 4 18 17 16 7 8 9 15 11 12 5 6 13 14 3 NORTH - STUDY INTERSECTION SR 500 / NE 3RD ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43RD AVE SR 500 / NW LAKE RD - SITE KEY MAP 10 CA =CRITICAL APPROACH (TWSC / ROUNDABOUT) CM =CRITICAL MOVEMENT (TWSC) LOS =INTERSECTION LEVEL OF SERVICE (SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (TWSC / ROUNDABOUT) V/C =INTERSECTION VOLUME-TO-CAPACITY RATIO Del =INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/ CRITICAL MOVEMENT DELAY (UNSIGNALIZED) TWSC =TWO-WAY STOP CONTROL 19 19 0 39 4910 9 44 96 92 164 39487 71381 24 31 0 44 0 36 6114 9 14 2 533 2973 81229 135 2110 103 50 2132 13 7 59 10 1 4411 6 15 9177153 10225736 39 170 898 730311 102 377 6 4 172 570 2 61468 11206 141 411 59620 100 22 8 059 53231 18193 8 23 3 6 8126 6 10 6 372519 42578 331 03 58 32 7 48 5 6639 4 33357 243 115 111 84 29 6 34 1 16 26116 290 20324 2231 18 4 15 0 11 3 28 1 7132 000 89074 15127 0 0 19186 019 21 9 34 7 43 2 32 2 516230 LOS=B Del=11.5 V/C=0.55 CA=EB CA=WB LOS=B Del=11.6 V/C=0.22 CM=NBL LOS=D Del=33.6 V/C=0.45 CA=EB LOS=C Del=15.2 V/C=0.19 CA=EB LOS=A Del=8.5 V/C=0.04 CA=NB LOS=C Del=20.1 V/C=0.40 LOS=B Del=19.3 CA=SB LOS=C Del=22.6 V/C=0.12 CM=NBL LOS=C Del=19.9 V/C=0.02 CM=SBL LOS=C Del=20.1 V/C=0.05 CA=EB LOS=C Del=23.9 V/C=0.32 CA=EB LOS=D Del=26.9 V/C=0.36 CA=EB LOS=A Del=0.0 V/C=0.01 LOS=B Del=12.3 CA=EB LOS=A Del=8.7 V/C=0.02 CA=EB LOS=C Del=17.8 V/C=0.39 CA=NB LOS=B Del=12.3 V/C=0.06 CA=WB LOS=C Del=24.4 V/C=0.41 CA=SB LOS=B Del=14.0 V/C=0.33 NE 232nd AVE / NE 28th ST SR 500 / NE 28th ST NE 257th AVE / NE 3rd ST SR 500 / NE 3rd ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43rd AVE SR 500 / NW LAKE RD SR 500 / NE 17th AVE SR 500 / NE 15th AVE SR 500 / NE 14th AVE DIVISION ST / NW 6th AVE NW LACAMAS LN / NW LAKE RD NW SIERRA ST / NW LAKE RD NW LEADBETTER DR / NW LAKE RD NW PARKER ST/ NW LAKE RD NE 249th AVE / NE 14th ST SR 500 / NE 249th AVE SE 283rd AVE/ SE 23rd ST Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 0 8 p m - s b a n e r j e e L a y o u t T a b : F i g 5 E X P M 2025 Existing Traffic Conditions Weekday PM Peak Hour Camas, Washington 5 31552 - North Shore Village Residential TIS June 2025 Figure # 1 6 11 21 4 18 17 16 7 8 9 15 11 12 5 6 13 14 3 NORTH - STUDY INTERSECTION - SITE KEY MAP 10 CA =CRITICAL APPROACH (TWSC / ROUNDABOUT) CM =CRITICAL MOVEMENT (TWSC) LOS =INTERSECTION LEVEL OF SERVICE (SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (TWSC / ROUNDABOUT) V/C =INTERSECTION VOLUME-TO-CAPACITY RATIO Del =INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/ CRITICAL MOVEMENT DELAY (UNSIGNALIZED) TWSC =TWO-WAY STOP CONTROL 181716 19 19 12 9 36 3712 7 46 50 72 100 511145 95340 18 1 12 0 98 439017 19415136 4329525 35 115 10713 7527 6 70337 6 56 40 0 42 5 43 5018 16 18 7 515 1325 6006 113 5302 73 6 1570 1060 601 3 78436 8111 165 686 56828 010 32 5 044 73310 24301 12 38 3 3 4032 5 78 451033 6828 170 10 021 26 9 29 8 2226 6 22419 1712 55 714 80 21 1 18 0 3 9104 154 34129 2211 19 8 29 1913 8 5020 000 12 8 040 74231 0 0 125101 26 4 33 7 27 2 24 9 304349 LOS=A Del=7.8 V/C=0.30 CA=NB CA=WB LOS=B Del=10.7 V/C=0.15 CM=NBL LOS=E Del=36.4 V/C=0.40 LOS=C Del=22.1 CA=SB LOS=C Del=24.0 V/C=0.15 CA=EB LOS=C Del=15.3 V/C=0.17 CA=EB LOS=A Del=8.4 V/C=0.02 CA=NB LOS=B Del=14.4 V/C=0.16 CM=NBL LOS=C Del=19.4 V/C=0.04 CM=SBL LOS=C Del=23.1 V/C=0.04 CA=EB LOS=F Del=>50 V/C=0.61 CA=EB LOS=C Del=22.0 V/C=0.31 CA=EB LOS=A Del=8.6 V/C=0.01 LOS=A Del=8.9 CA=EB LOS=A Del=8.8 V/C=0.02 CA=EB LOS=B Del=10.6 V/C=0.16 CA=NB LOS=B Del=13.2 V/C=0.05 CA=WB LOS=B Del=11.6 V/C=0.13 CA=SB LOS=C Del=19.7 V/C=0.44 0 NE 232nd AVE / NE 28th ST SR 500 / NE 28th ST NE 257th AVE / NE 3rd ST SR 500 / NE 3rd ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43rd AVE SR 500 / NW LAKE RD SR 500 / NE 17th AVE SR 500 / NE 15th AVE SR 500 / NE 14th AVE DIVISION ST / NW 6th AVE NW LACAMAS LN / NW LAKE RD NW SIERRA ST / NW LAKE RD NW LEADBETTER DR / NW LAKE RD NW PARKER ST/ NW LAKE RD NE 249th AVE / NE 14th ST SR 500 / NE 249th AVE SE 283rd AVE/ SE 23rd ST Exhibit 7 SUB25-1008 June 2025 Page 19 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. 2030 BACKGROUND TRAFFIC CONDITIONS The year 2030 background traffic analysis identifies how the study intersections will operate prior to the construction and occupancy of the North Shore Village development. This analysis includes traffic attributed to planned developments within the study area and to general growth in the region but does not include traffic from the proposed homes. Planned Developments & Transportation Improvements City staff identified the following previously approved developments to include in the traffic forecasts for the year 2030: ◼ Camas Woods and Camas Woods 2, located east of SR 500 between Everett Drive and NE 8 th Street; ◼ Camas Heights, located on the north side of NE 28th Street at and west of NE 232nd Avenue; ◼ Green Mountain Estates, located on the north side of NE 28th Street east of NE 222nd Avenue; ◼ Green Mountain Planned Residential Development (PRD), located east of NE Ingle Road north of NE 28th Street; ◼ Lacamas Hills, located on the north side of Leadbetter Road west of Everett Road (formerly known as CJ Dens East Subdivision); and, ◼ Monte Verde Subdivision, located on the south side of NE 28th Street west of NE 232nd Avenue. In addition to the “in-process” development traffic, a two percent growth rate was also applied to study intersections 1 through 7 and 19, to account for continued growth in regional traffic along SR 500 north of Everett Drive and at Clark County intersections. In-process traffic details as provided by the City are included in Appendix E. Per City staff, there are no funded changes to the study intersections and/or streets within the next six years that will materially affect traffic volumes. However, there are two near-term planned roundabout projects that are anticipated to be completed by 2030 and are therefore considered in-place for the background analyses. These roundabout projects are: ◼ SR 500/SE 3rd Street (WSDOT delivered, construction anticipated in late 2025-2026); and, ◼ SR 500/NE Everett Drive (Private development delivered, associated with the Camas Woods project). Although the City of Camas is currently planning for, and designing a roundabout at the NW Sierra Street/NW Lake Road intersection, the construction funding and timing is uncertain at this time. Therefore, this roundabout is not considered in-place for the background analyses but is further discussed in the following sections relating to mitigations and associated fees. Figures 6 and 7 show the projected 2030 turning movement volumes and associated intersection analyses during weekday AM and PM peak hour periods. As shown, three intersections were found to experience delays that do not satisfy the applicable operating parameters during the future peak hour analysis periods including the two intersections whose performance levels don’t satisfy the operating metrics today (NE Everett Street/NE 14th Avenue and NW Sierra Street/NW Lake Road). Study intersections that are projected to not satisfy the applicable performance metrics are: ◼ SR500 (NE Everett Street)/NE 28th Street (Intersection #2): PM peak hour Exhibit 7 SUB25-1008 June 2025 Page 20 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. ◼ NE Everett Street/NE 14th Avenue (Intersection #13): PM peak hour ◼ NW Sierra Street/NW Lake Road (Intersection #16): AM and PM peak hours Appendix F includes the 2030 background traffic operations worksheets. SR 500 (NE Everett Street)/NE 28th Avenue (Intersection #2) Forecast delay for the southbound stop controlled approach results in LOS E operations (exceeding LOS requirements) during the weekday PM peak hour with a V/C ratio of 071. This finding is consistent with past studies and the City of Camas, Clark County and WSDOT are coordinating regarding the potential to collect proportional share mitigation towards a future roundabout from development projects that impact the intersection. SR 500 (NE Everett Street)/NE 14th Avenue (Intersection #13) As seen under existing conditions, delay experienced on the eastbound stop controlled approach results in LOS F operations (exceed LOS E requirement) during the weekday PM peak hour with a V/C ratio of 0.72. NW Sierra Street/NW Lake Road (Intersection #16) As seen under existing conditions, delay experienced by the stop controlled northbound left-turn movement results in LOS E operations (exceeding LOS D requirement) with a V/C ratio of 0.45 during the weekday PM peak hour. During the weekday AM peak hour, the critical northbound left-turn movement is also forecast to operate at LOS E and with a V/C ratio of 0.50. The City of Camas is preparing design plans to construct a roundabout at this intersection, but as construction funding and timing is uncertain, the roundabout is not assumed in place for the 2030 analyses. Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 0 8 p m - s b a n e r j e e L a y o u t T a b : F i g 6 B K A M 2030 Background Traffic Conditions Weekday AM Peak Hour Camas, Washington 6 31552 - North Shore Village Residential TIS June 2025 Figure # 1 6 11 16 21 4 18 17 16 7 8 9 15 11 12 5 6 13 14 3 NORTH - STUDY INTERSECTION - SITE KEY MAP 10 CA =CRITICAL APPROACH (TWSC / ROUNDABOUT) CM =CRITICAL MOVEMENT (TWSC) LOS =INTERSECTION LEVEL OF SERVICE (SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (TWSC / ROUNDABOUT) V/C =INTERSECTION VOLUME-TO-CAPACITY RATIO Del =INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/ CRITICAL MOVEMENT DELAY (UNSIGNALIZED) TWSC =TWO-WAY STOP CONTROL 19 19 21 9 38 4 53 8 35 9 528230 LOS=B Del=13.9 V/C=0.64 CA=EB 10 19 4 636 3503 21 4 20 7 13 3 34 1 18362 CA=WB LOS=A Del=9.6 V/C=0.31 CA=WB LOS=A Del=9.9 V/C=0.33 21 6 43 5413 7 48 106 CA=WB LOS=B Del=12.8 V/C=0.27 93 165 40588 73412 CM=NBL LOS=E Del=38.0 V/C=0.50 24 32 8 49 5 78 7514 CA=EB LOS=C Del=17.1 V/C=0.25 11 5 234 136 2158 153 55 2642CA=NB LOS=E Del=46.5 V/C=0.74 14 3 59 10 1 4411 6 15 9186171 10227436LOS=B Del=19.6 39 175 898731112 117 394 6 CA=SB LOS=C Del=24.9 V/C=0.13 4 173 581 3 65501 CM=NBL LOS=C Del=21.0 V/C=0.02 11255 156 412 60620 CM=SBL LOS=C Del=21.3 V/C=0.05 100 25 8 063 54231 18202 CA=EB LOS=D Del=29.0 V/C=0.38 8 24 3 6 8130 0 12 7 452519 42578CA=EB LOS=D Del=34.0 V/C=0.46 361 03 69 CA=EB LOS=A Del=0.0 V/C=0.01 37 5 48 5 9353 7 33371LOS=B Del=13.0 263 126 112 CA=EB LOS=A Del=8.7 V/C=0.03 97 34 5 47 1 23 31155 CA=EB LOS=D Del=34.0 V/C=0.67 320 25326 2294 CA=NB LOS=B Del=13.8 V/C=0.08 000 10 3 087 31165 0 0 234111CA=SB LOS=C Del=18.5 V/C=0.46 0 NE 232nd AVE / NE 28th ST SR 500 / NE 28th ST NE 257th AVE / NE 3rd ST SR 500 / NE 3rd ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43rd AVE SR 500 / NW LAKE RD SR 500 / NE 17th AVE SR 500 / NE 15th AVE SR 500 / NE 14th AVE DIVISION ST / NW 6th AVE NW LACAMAS LN / NW LAKE RD NW SIERRA ST / NW LAKE RD NW LEADBETTER DR / NW LAKE RD NW PARKER ST/ NW LAKE RD NE 249th AVE / NE 14th ST SR 500 / NE 249th AVE SE 283rd AVE/ SE 23rd ST Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 0 8 p m - s b a n e r j e e L a y o u t T a b : F i g 7 B K P M 2030 Background Traffic Conditions Weekday PM Peak hour Camas, Washington 7 31552 - North Shore Village Residential TIS June 2025 Figure # 1 6 11 16 21 4 18 17 16 7 8 9 15 11 12 5 6 13 14 3 NORTH - STUDY INTERSECTION - SITE KEY MAP 10 CA =CRITICAL APPROACH (TWSC / ROUNDABOUT) CM =CRITICAL MOVEMENT (TWSC) LOS =INTERSECTION LEVEL OF SERVICE (SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (TWSC / ROUNDABOUT) V/C =INTERSECTION VOLUME-TO-CAPACITY RATIO Del =INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/ CRITICAL MOVEMENT DELAY (UNSIGNALIZED) TWSC =TWO-WAY STOP CONTROL 19 19 26 5 45 6 34 8 27 4 344349 LOS=A Del=8.5 V/C=0.31 CA=EB 18 23 9 617 1836 24 8 17 3 5117 0 15541 CA=WB LOS=A Del=9.5 V/C=0.17 CA=WB LOS=A Del=9.7 V/C=0.22 16 4 40 4115 4 51 55 CA=WB LOS=B Del=11.9 V/C=0.19 73 102 546146 96364 CM=NBL LOS=E Del=42.1 V/C=0.45 56 44 5 46 4 70 11218 CA=EB LOS=C Del=20.3 V/C=0.37 12 4 09 113 6373 132 10 2220CA=NB LOS=C Del=23.4 V/C=0.42 20 0 12 0 11 2 439017 19435147 4331025LOS=C Del=22.7 45 118 107137560 7 81351 6 CA=SB LOS=D Del=27.1 V/C=0.17 1164 637 4 80460 CM=NBL LOS=C Del=20.7 V/C=0.05 8144 218 696 57428 CM=SBL LOS=D Del=28.1 V/C=0.05 010 34 4 047 77310 24334 CA=EB LOS=F Del=>50 V/C=0.72 12 42 0 3 4034 7 95 531033 6828CA=EB LOS=D Del=26.7 V/C=0.38 190 10 023 CA=EB LOS=A Del=8.6 V/C=0.01 42 8 29 8 5136 7 22457LOS=A Del=9.9 1913 66 815 CA=EB LOS=A Del=8.9 V/C=0.02 12 5 36 3 28 3 18 28131 CA=EB LOS=C Del=15.6 V/C=0.34 174 42232 2276 CA=NB LOS=C Del=15.5 V/C=0.07 000 15 7 062 93285 0 0 172121CA=SB LOS=E Del=37.9 V/C=0.71 0 NE 232nd AVE / NE 28th ST SR 500 / NE 28th ST NE 257th AVE / NE 3rd ST SR 500 / NE 3rd ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43rd AVE SR 500 / NW LAKE RD SR 500 / NE 17th AVE SR 500 / NE 15th AVE SR 500 / NE 14th AVE DIVISION ST / NW 6th AVE NW LACAMAS LN / NW LAKE RD NW SIERRA ST / NW LAKE RD NW LEADBETTER DR / NW LAKE RD NW PARKER ST/ NW LAKE RD NE 249th AVE / NE 14th ST SR 500 / NE 249th AVE SE 283rd AVE/ SE 23rd ST Exhibit 7 SUB25-1008 June 2025 Page 23 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. PROPOSED DEVELOPMENT The Applicant proposes to construct 41 detached single-family homes, 61 attached homes (townhomes), and 140 apartments on the project site. Residential buildout is anticipated by 2030. Vehicular site access is proposed via the existing NE 252nd Avenue connection to NE 3rd Street and NE 257th Avenue. Longer-term, with future development by others, a North Shore Boulevard connection to the planned SE Everett Street/SE Everett Drive roundabout may be added. Additionally, if properties to the west of the subject development also redevelop in the future, it is anticipated that North Shore Boulevard will also connect west to NE 232nd Avenue. With development of this site, it is anticipated that the existing adjacent dairy farm and few residential homes may remain, and continue to utilize NE 252nd Avenue to access NE 3rd Street. Trip Generation Estimate The anticipated vehicular trips for the proposed development (Phases 1-5) were calculated based on fitted equation trip rates contained in the Trip Generation Manual, 11th Edition (Reference 9) as shown in Table 5. A breakout of daily traffic is provided considering just Phases 1- 3, and Phases 4-5 to inform daily traffic volume estimates for adjacent County roadways, though buildout of all phases (1-5) are considered in this TIA peak hour analysis.3 Table 5. Estimated Site Trip Generation Land Use ITE Code Size (Units) Daily Trips Weekday AM Peak Weekday PM Peak Total In Out Total In Out Detached Single-Family Homes 210 41 444 33 8 25 43 27 16 Multi-Family Low-Rise 220 140 973 66 16 50 81 51 30 Single Family Attached 215 61 414 26 7 19 33 19 14 TOTAL NET NEW (ALL PHASES) 1,831 125 31 94 157 97 60 Phases 1 – 3 1,338 Phases 4 – 5 493 Trip Distribution and Assignment An estimated trip distribution pattern for the planned residential land uses was developed based on review of past Southwest Washington Regional Transportation Council (RTC) modeling of nearby TAZs and review of the existing and planned roadway network in the North Shore area4. 3 As the fitted curve equations are not all linear functions, the breakout of daily trips for Phases 1-3 and 4-5 is based the proportional of number of units per phase applied to the full buildout (Phases 1-5) estimate. 4 We note that RTC does not currently have a model fully reflective of the adopted North Shore Plan and companion roadway network as of April 2025. RTC staff indicate they will create model updates upon the City’s adoption of a new Growth Management Area (GMA) and road network and completion of the County’s Regional Transportation Plan updates in collaboration with communities across the County. Exhibit 7 SUB25-1008 June 2025 Page 24 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Additionally, Google Maps mapping and route planning suggestions were reviewed during peak hour time frames to better understand this tool’s recommended travel routes, route travel time and route distances. Specifically, routing between the proposed site and nearby key destinations including Harmony Sports Complex, the NE 192nd Avenue and SE Mill Plain Boulevard retail corridors, and the Vancouver Mall area were reviewed during AM and PM peak hour time frames. Ultimately, for trips within 5 to 12 miles of the site, the recommended routing for northbound and westbound vehicles trips heavily favored NE 28 th Street and NE Lake Road, whereas SR 14 is more often recommended by Google as a westbound route for trips exceeding 15 miles in length. Figures 8 and 9 illustrate the estimated trip distribution pattern and resulting AM and PM peak hour site trip assignments, respectively. The estimated trip assignment reflects the opening day access plan for the site, with all vehicle trips accessing the public roadway network via NE 252nd Avenue to NE 3rd Street. Some site- generated trips can be expected to re-route to North Shore Boulevard when that roadway is extended west to NE 232nd Avenue and/or east to SR 500 by others in the future. Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 0 9 p m - s b a n e r j e e L a y o u t T a b : F i g 8 S i t e T r i p A s s A M Site Generated Trip Assignment Weekday AM Peak Hour Camas, Washington 8 31552 - North Shore Village Residential TIS June 2025 Figure # 1 6 11 16 21 4 18 17 16 7 8 9 15 11 12 5 6 13 14 3 NORTH - STUDY INTERSECTION - SITE KEY MAP 10 15% 10 % 5% 15% 5% 10% 3% 5% Distributed to Camas HS 5% Distributed to Lacamas Lake ES 5% 5% Distributed to Liberty MS 2% 15% Distributed to this Area XX -TRIP DISTRIBUTION 19 19 A A 0 0 00 NE Bla i r R d NE Re i l l y R d NE 232nd AVE / NE 28th ST SR 500 / NE 28th ST NE 257th AVE / NE 3rd ST SR 500 / NE 3rd ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43rd AVE SR 500 / NW LAKE RD SR 500 / NE 17th AVE SR 500 / NE 15th AVE SR 500 / NE 14th AVE DIVISION ST / NW 6th AVE NW LACAMAS LN / NW LAKE RD NW SIERRA ST / NW LAKE RD NW LEADBETTER DR / NW LAKE RD NW PARKER ST/ NW LAKE RD NE 249th AVE / NE 14th ST SR 500 / NE 249th AVE SE 283rd AVE/ SE 23rd ST NE BLAIR RD/ NE REILLY RD 2 4 4 14 3 6 18 9 22 2 7 5 7 22 7 22 72 24 22 5 67 2 20 562 2 20 62 20 359 13 3722 7 11 314 2 9 274 2 1611 2 7 10 31 4 1 6 3 19 1 5 316 1 4 313 1 3 4 9 3 Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 0 9 p m - s b a n e r j e e L a y o u t T a b : F i g 9 S i t e T r i p A s s P M Site Generated Trip Assignment Weekday PM Peak Hour Camas, Washington 9 31552 - North Shore Village Residential TIS June 2025 Figure # 1 6 11 16 21 4 18 17 16 7 8 9 15 11 12 5 6 13 14 3 NORTH - STUDY INTERSECTION - SITE KEY MAP 10 15% 10 % 5% 15% 5% 10% 3% 5% Distributed to Camas HS 5% Distributed to Lacamas Lake ES 5% 5% Distributed to Liberty MS 2% 15% Distributed to this Area XX% -TRIP DISTRIBUTION 19 19 3 2 A A 0 0 00 NE Bla i r R d NE Re i l l y R d NE 232nd AVE / NE 28th ST SR 500 / NE 28th ST NE 257th AVE / NE 3rd ST SR 500 / NE 3rd ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43rd AVE SR 500 / NW LAKE RD SR 500 / NE 17th AVE SR 500 / NE 15th AVE SR 500 / NE 14th AVE DIVISION ST / NW 6th AVE NW LACAMAS LN / NW LAKE RD NW SIERRA ST / NW LAKE RD NW LEADBETTER DR / NW LAKE RD NW PARKER ST/ NW LAKE RD NE 249th AVE / NE 14th ST SR 500 / NE 249th AVE SE 283rd AVE/ SE 23rd ST NE BLAIR RD/ NE REILLY RD 5 14 3 9 10 19 12 6 14 6 23 4 23 14 23 14 46 74 68 4 42 6 63 339 5 63 39 60 237 3 37 2314 23 18 202 7 18 182 117 18 5 104 4 3 20 212 2 18 210 3 15 28 5 10 2 6 Exhibit 7 SUB25-1008 June 2025 Page 27 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. 2030 TOTAL TRAFFIC CONDITIONS The total traffic conditions analysis forecasts how the study intersections will operate with the traffic associated with full occupancy of the proposed residential development. The site-generated trips shown in Figures 8 and 9 were added to the 2030 background traffic volumes reflected in Figures 6 and 7 to arrive at the 2030 total traffic volumes shown in Figures 10 and 11. Figures 10 and 11 also include the resulting intersection operations under total traffic conditions. Those intersections that did not satisfy the applicable performance metrics under background conditions each are projected to experience an incremental increase in delay/degradation in operations with the addition of site trips. Further, the northbound stop-controlled approach to NE 232nd Avenue/NE 28th Street (Intersection #1) is projected to operate with high delay (LOS F) during the AM peak hour. For ease of comparison, Tables 6 and 7 summarize intersection operations for the AM and PM peak hour analysis periods, respectively. Operations findings at intersections that don’t satisfy the applicable performance requirements are then presented individually including recommended mitigation measures where appropriate. Per the City of Camas Transportation Impact Study Guidelines, mitigation measures are to be identified at locations where site traffic contributes to traffic operations that exceed the City’s LOS performance standard. Appendix G contains the year 2030 total traffic analysis worksheets. Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 4 , 2 0 2 5 - 4 : 2 6 p m - s b a n e r j e e L a y o u t T a b : F i g 1 0 N e w T o t a l A M 2030 Total Traffic Conditions Weekday AM Peak Hour Camas, Washington 10 31552 - North Shore Village Residential TIS June 2025 Figure # 1 6 11 16 21 4 18 17 16 7 8 9 15 11 12 5 6 13 14 3 NORTH - STUDY INTERSECTION - SITE KEY MAP 10 CA =CRITICAL APPROACH (TWSC / ROUNDABOUT) CM =CRITICAL MOVEMENT (TWSC) LOS =INTERSECTION LEVEL OF SERVICE (SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (TWSC / ROUNDABOUT) V/C =INTERSECTION VOLUME-TO-CAPACITY RATIO Del =INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/ CRITICAL MOVEMENT DELAY (UNSIGNALIZED) TWSC =TWO-WAY STOP CONTROL 19 19 NE 232nd AVE / NE 28th ST SR 500 / NE 28th ST NE 257th AVE / NE 3rd ST SR 500 / NE 3rd ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43rd AVE SR 500 / NW LAKE RD SR 500 / NE 17th AVE SR 500 / NE 15th AVE SR 500 / NE 14th AVE DIVISION ST / NW 6th AVE NW LACAMAS LN / NW LAKE RD NW SIERRA ST / NW LAKE RD NW LEADBETTER DR / NW LAKE RD NW PARKER ST/ NW LAKE RD NE 249th AVE / NE 14th ST SR 500 / NE 249th AVE SE 283rd AVE/ SE 23rd ST 21 6 43 5414 0 48 106 CA=WB LOS=B Del=12.9 V/C=0.28 93 166 41088 76428 CM=NBL LOS=E Del=40.9 V/C=0.52 24 33 9 52 6 82 7714 CA=EB LOS=C Del=17.9 V/C=0.26 11 5 236 136 2162 153 59 2782CA=NB LOS=F Del=>50 V/C=0.79 39 176 898 731512 120 407 6 CA=SB LOS=D Del=25.9 V/C=0.14 4 17 4 587 3 68520 CM=NBL LOS=C Del=21.7 V/C=0.02 11265 159 413 61020 CM=SBL LOS=C Del=21.6 V/C=0.05 100 27 4 074 56231 18209 CA=EB LOS=D Del=33.6 V/C=0.43 8 25 2 6 8132 7 13 1 472519 42578CA=EB LOS=E Del=39.1 V/C=0.51 368 2275 309 CA=EB LOS=A Del=9.3 V/C=0.14 333 126 134 CA=EB LOS=A Del=8.8 V/C=0.03 97 36 5 53 3 23 31155 CA=EB LOS=E Del=46.2 V/C=0.76 540 25533 2299 CA=NB LOS=B Del=14.6 V/C=0.14 000 10 6 087 31171 0 0 252120 39 5 59 6 71333 LOS=B Del=13.3 14 3 59 10 2 4411 6 15 9189171 10628336LOS=B Del=19.7 48 5 96 21 9 39 7 57 5 38 1 535230 LOS=B Del=15.2 V/C=0.68 CA=EB 32 19 4 11103 3505 23 4 20 7 13 8 40 2 18364 CA=WB LOS=A Del=9.8 V/C=0.31 CA=WB LOS=B Del=10.1 V/C=0.34 CA=SB LOS=C Del=20.0 V/C=0.49 Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ F i g u r e s . d w g J u n 2 5 , 2 0 2 5 - 1 0 : 3 7 a m - c d o u g h e r t y L a y o u t T a b : F i g 1 1 N e w T o t a l P M 2030 Total Traffic Conditions Weekday PM Peak Hour Camas, Washington 11 31552 - North Shore Village Residential TIS June 2025 Figure # 1 6 11 16 21 4 18 17 16 7 8 9 15 11 12 5 6 13 14 3 NORTH - STUDY INTERSECTION - SITE KEY MAP 10 CA =CRITICAL APPROACH (TWSC / ROUNDABOUT) CM =CRITICAL MOVEMENT (TWSC) LOS =INTERSECTION LEVEL OF SERVICE (SIGNALIZED)/ CRITICAL MOVEMENT LEVEL OF SERVICE (TWSC / ROUNDABOUT) V/C =INTERSECTION VOLUME-TO-CAPACITY RATIO Del =INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/ CRITICAL MOVEMENT DELAY (UNSIGNALIZED) TWSC =TWO-WAY STOP CONTROL 19 19 NE 232nd AVE / NE 28th ST SR 500 / NE 28th ST NE 257th AVE / NE 3rd ST SR 500 / NE 3rd ST SR 500 / NE EVERETT DR SR 500 / SE LEADBETTER RD SR 500 / NE 43rd AVE SR 500 / NW LAKE RD SR 500 / NE 17th AVE SR 500 / NE 15th AVE SR 500 / NE 14th AVE DIVISION ST / NW 6th AVE NW LACAMAS LN / NW LAKE RD NW SIERRA ST / NW LAKE RD NW LEADBETTER DR / NW LAKE RD NW PARKER ST/ NW LAKE RD NE 249th AVE / NE 14th ST SR 500 / NE 249th AVE SE 283rd AVE/ SE 23rd ST 16 7 40 4115 6 51 55 CA=WB LOS=B Del=11.9 V/C=0.19 73 104 564146 98374 CM=NBL LOS=E Del=45.6 V/C=0.47 56 46 3 48 4 72 11918 CA=EB LOS=C Del=21.7 V/C=0.40 12 4 014 113 6387 132 13 2310CA=NB LOS=D Del=25.1 V/C=0.45 45 121 10713 7575 7 83359 6 CA=SB LOS=D Del=28.6 V/C=0.18 1167 657 4 82472 CM=NBL LOS=C Del=21.4 V/C=0.05 8149 228 700 57828 CM=SBL LOS=D Del=29.5 V/C=0.05 010 35 5 054 77310 24352 CA=EB LOS=F Del=>50 V/C=0.78 12 43 8 3 4036 5 97 531033 6828CA=EB LOS=D Del=28.8 V/C=0.41 1923 1546 7423 CA=EB LOS=A Del=9.8 V/C=0.11 4213 66 829 CA=EB LOS=A Del=8.9 V/C=0.02 12 5 42 6 32 2 18 28131 CA=EB LOS=C Del=17.5 V/C=0.38 314 42855 2280 CA=NB LOS=C Del=16.8 V/C=0.12 000 16 7 062 93304 0 0 184127CA=SB LOS=E Del=49.0 V/C=0.80 48 8 40 4 60224 29 8 53 LOS=B Del=10.3 20 0 12 0 11 7 439017 19445147 4531625LOS=C Del=23.1 26 5 49 3 37 1 28 8 367349 LOS=A Del=8.7 V/C=0.34 CA=EB 86 23 9 1059 18312 31 1 17 3 5420 9 15546 CA=WB LOS=A Del=9.8 V/C=0.19 CA=WB LOS=B Del=10.0 V/C=0.24 Exhibit 7 SUB25-1008 June 2025 Page 30 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Table 6. Projected Weekday AM Peak Hour Study Intersection Operations Summary ID Study Intersection Traffic Control Operating Requirement Existing Conditions 2030 Background Traffic 2030 Total Traffic 1 NE 232nd Ave/ NE 28th St TWSC LOS E CA = NB LOS C, 20.1 sec V/C = 0.40 CA = NB LOS E, 46.5 sec V/C = 0.74 CA = NB LOS F, >50.0 sec V/C = 0.79 2 SR 500/ NE 28th St TWSC LOS C CA = SB LOS B, 14.0 sec V/C = 0.33 CA = SB LOS C, 18.5 sec V/C = 0.46 CA = SB LOS C, 20.0 sec V/C = 0.49 3 SR 500/ NE 249th Ave TWSC LOS C CA = NB LOS B, 12.3 sec V/C = 0.06 CA = NB LOS B, 13.8 sec V/C = 0.08 CA = NB LOS B, 14.6 sec V/C = 0.14 4 NE 249th Ave/ NE 14th St TWSC LOS E* CA = EB LOS A, 8.7 sec V/C = 0.02 CA = EB LOS A, 8.7 sec V/C = 0.03 CA = EB LOS A, 8.8 sec V/C = 0.03 5 NE 257th Ave/ NE 3rd St TWSC LOS E* CA = EB LOS A, 0.0 sec V/C = 0.01 CA = EB LOS A, 0.0 sec V/C = 0.01 CA = EB LOS A, 9.3 sec V/C = 0.14 6 SR 500/ SE 3rd St TWSC (Future Roundabout by 2030) LOS E CA=EB LOS A, 8.5 sec V/C = 0.04 CA=WB LOS A, 9.6 sec V/C = 0.31 CA=WB LOS A, 9.8 sec V/C = 0.31 7 SR 500/ NE Everett Dr TWSC (Future Roundabout by 2030) LOS E CA = WB LOS C, 24.4 sec V/C = 0.41 CA = WB LOS A, 9.9 sec V/C = 0.33 CA = WB LOS B, 10.1 sec V/C = 0.34 8 SR 500/ SE Leadbetter Rd TWSC LOS E CA = EB LOS C, 17.8 sec V/C = 0.39 CA = EB LOS D, 34.0 sec V/C = 0.67 CA = EB LOS E, 46.2 sec V/C = 0.76 9 SR 500/ NE 43rd Ave Signalized LOS E LOS B, 12.3 sec LOS B, 13.0 sec LOS B, 13.3 sec 10 SR 500/ NW Lake Rd Roundabout LOS E CA = EB LOS B, 11.5 sec V/C = 0.55 CA = EB LOS B, 13.9 sec V/C = 0.64 CA = EB LOS B, 15.2 sec V/C = 0.68 11 SR 500/ NE 17th Ave TWSC LOS E CA = EB LOS C, 15.2 sec V/C = 0.19 CA = EB LOS C, 17.1 sec V/C = 0.25 CA = EB LOS C, 17.9 sec V/C = 0.26 12 SR 500/ NE 15th Ave TWSC LOS E CA = EB LOS D, 26.9 sec V/C = 0.36 CA = EB LOS D, 34.0 sec V/C = 0.46 CA = EB LOS E, 39.1 sec V/C = 0.51 13 SR 500/ NE 14th Ave TWSC LOS E CA = EB LOS C, 23.9 sec V/C = 0.32 CA = EB LOS D, 29.0 sec V/C = 0.38 CA = EB LOS D, 33.6 sec V/C = 0.43 14 Division St/ NW 6th Ave TWSC LOS D CM = SBL LOS C, 20.1 sec V/C = 0.05 CM = SBL LOS C, 21.3 sec V/C = 0.05 CM = SBL LOS C, 21.6 sec V/C = 0.05 15 NW Lacamas Ln/ NW Lake Rd TWSC LOS D CM = NBL LOS C, 19.9 sec V/C = 0.02 CM = NBL LOS C, 21.0 sec V/C = 0.02 CM = NBL LOS C, 21.7 sec V/C = 0.02 Exhibit 7 SUB25-1008 June 2025 Page 31 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. ID Study Intersection Traffic Control Operating Requirement Existing Conditions 2030 Background Traffic 2030 Total Traffic 16 NW Sierra St/ NW Lake Rd TWSC (Future Roundabout Not Assumed by 2030) LOS D CM = NBL LOS D, 33.6 sec V/C = 0.45 CM = NBL LOS E, 38.0 sec V/C = 0.50 CM = NBL LOS E, 40.9 sec V/C = 0.52 17 NW Leadbetter Dr/NW Lake Rd TWSC LOS D CA = SB LOS C, 22.6 sec V/C = 0.12 CA = SB LOS C, 24.9 sec V/C = 0.13 CA = SB LOS D, 25.9 sec V/C = 0.14 18 NW Parker St/ NW Lake Rd Signalized LOS D LOS B, 19.3 sec LOS B, 19.6 sec LOS B, 19.7 sec 19 SE 283rd Ave/SE 23rd St TWSC LOS E CA = WB LOS B, 11.6 sec V/C = 0.22 CA = WB LOS B, 12.8 sec V/C = 0.27 CA = WB LOS B, 12.9 sec V/C = 0.28 Where: TWSC = Two-way Stop Control, LOS = Level of Service, CA = Critical Approach, CM = Critical Movement, V/C = Volume-to-Capacity ratio, NB = Northbound, SB = Southbound, EB = Eastbound, WB = Westbound, L = Left-turn, R = Right-turn. Bold indicates operating requirement is exceeded. *Used as a basis of comparison for informational purposes only. Clark County has no adopted operational standard for intersections of rural local roads. Exhibit 7 SUB25-1008 June 2025 Page 32 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Table 7. Projected Weekday PM Peak Hour Study Intersection Operations Summary ID Study Intersection Traffic Control Operating Requirement Existing Conditions 2030 Background Traffic 2030 Total Traffic 1 NE 232nd Ave/ NE 28th St TWSC LOS E CA = NB LOS B, 14.4 sec V/C = 0.16 CA = NB LOS C, 23.4 sec V/C = 0.42 CA = NB LOS D, 25.1 sec V/C = 0.45 2 SR 500/ NE 28th St TWSC LOS C CA = SB LOS C, 19.7 sec V/C = 0.44 CA = SB LOS E, 37.9 sec V/C = 0.71 CA = SB LOS E, 49.0 sec V/C = 0.80 3 SR 500/ NE 249th Ave TWSC LOS C CA = NB LOS B, 13.2 sec V/C = 0.05 CA = NB LOS C, 15.5 sec V/C = 0.07 CA = NB LOS C, 16.8 sec V/C = 0.12 4 NE 249th Ave/ NE 14th St TWSC LOS E* CA = EB LOS A, 8.8 sec V/C = 0.02 CA = EB LOS A, 8.9 sec V/C = 0.02 CA = EB LOS A, 8.9 sec V/C = 0.02 5 NE 257th Ave/ NE 3rd St TWSC LOS E* CA = EB LOS A, 8.6 sec V/C = 0.01 CA = EB LOS A, 8.6 sec V/C = 0.01 CA = EB LOS A, 9.8 sec V/C = 0.11 6 SR 500/ SE 3rd St TWSC (Future Roundabout By 2030) LOS E CA=EB LOS A, 8.4 sec V/C = 0.02 CA=WB LOS A, 9.5 sec V/C = 0.17 CA=WB LOS A, 9.8 sec V/C = 0.19 7 SR 500/ NE Everett Dr TWSC (Future Roundabout By 2030) LOS E CA = WB LOS B, 11.6 sec V/C = 0.13 CA = WB LOS A, 9.7 sec V/C = 0.22 CA = WB LOS B, 10.0 sec V/C = 0.24 8 SR 500/ SE Leadbetter Rd TWSC LOS E CA = EB LOS B, 10.6 sec V/C = 0.16 CA = EB LOS C, 15.6 sec V/C = 0.34 CA = EB LOS C, 17.5 sec V/C = 0.38 9 SR 500/ NE 43rd Ave Signalized LOS E LOS A, 8.9 sec LOS A, 9.9 sec LOS B, 10.3 sec 10 SR 500/ NW Lake Rd Roundabout LOS E CA = NB LOS A, 7.8 sec V/C = 0.30 CA = EB LOS A, 8.5 sec V/C = 0.31 CA = EB LOS A, 8.7 sec V/C = 0.34 11 SR 500/ NE 17th Ave TWSC LOS E CA = EB LOS C, 15.3 sec V/C = 0.17 CA = EB LOS C, 20.3 sec V/C = 0.37 CA = EB LOS C, 21.7 sec V/C = 0.40 12 SR 500/ NE 15th Ave TWSC LOS E CA = EB LOS C, 22.0 sec V/C = 0.31 CA = EB LOS D, 26.7 sec V/C = 0.38 CA = EB LOS D, 28.8 sec V/C = 0.41 13 SR 500/ NE 14th Ave TWSC LOS E CA = EB LOS F, >50 sec V/C = 0.61 CA = EB LOS F, >50 sec V/C = 0.72 CA = EB LOS F, >50 sec V/C = 0.78 14 Division St/ NW 6th Ave TWSC LOS D CM = SBL LOS C, 23.1 sec V/C = 0.04 CM = SBL LOS D, 28.1 sec V/C = 0.05 CM = SBL LOS D, 29.5 sec V/C = 0.05 15 NW Lacamas Ln/ NW Lake Rd TWSC LOS D CM = NBL LOS C, 19.4 sec V/C = 0.04 CM = NBL LOS C, 20.7 sec V/C = 0.05 CM = NBL LOS C, 21.4 sec V/C = 0.05 Exhibit 7 SUB25-1008 June 2025 Page 33 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. ID Study Intersection Traffic Control Operating Requirement Existing Conditions 2030 Background Traffic 2030 Total Traffic 16 NW Sierra St/ NW Lake Rd TWSC (Future Roundabout, Not Assumed by 2030) LOS D CM = NBL LOS E, 36.4 sec V/C = 0.40 CM = NBL LOS E, 42.1 sec V/C = 0.45 CM = NBL LOS E, 45.6 sec V/C = 0.47 17 NW Leadbetter Dr/NW Lake Rd TWSC LOS D CA = SB LOS C, 24.0 sec V/C = 0.15 CA = SB LOS D, 27.1 sec V/C = 0.17 CA = SB LOS D, 28.6 sec V/C = 0.18 18 NW Parker St/ NW Lake Rd Signalized LOS D LOS C, 22.1 sec LOS C, 22.7 sec LOS C, 23.1 sec 19 SE 283rd Ave/SE 23rd St TWSC LOS E CA = WB LOS B, 10.7 sec V/C = 0.15 CA = WB LOS B, 11.9 sec V/C = 0.19 CA = WB LOS B, 11.9 sec V/C = 0.19 Where: TWSC = Two-way Stop Control, LOS = Level of Service, CA = Critical Approach, CM = Critical Movement, V/C = Volume-to-Capacity ratio, NB = Northbound, SB = Southbound, EB = Eastbound, WB = Westbound, L = Left-turn, R = Right-turn. BOLD indicates operating requirement is exceeded. *Used as a basis of comparison for informational purposes only. Clark County has no adopted operational standard for intersections of rural local roads. Exhibit 7 SUB25-1008 June 2025 Page 34 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Total Traffic Intersection Operations Discussion Considerations associated with each of the intersections not satisfying the applicable agency performance metrics during one or both of peak hour analysis periods are presented below. Appendix H contains the year 2030 total traffic mitigation analysis worksheets. NE 232nd Avenue/NE 28th Street (Intersection #1) The northbound stop-controlled approach to NE 232nd Avenue/NE 28th Street (Intersection #1) is projected to operate with high delay (LOS F) during the AM peak hour and with a V/C ratio of 0.79. The proposed site development projected to add 2 weekday AM peak hour trips to the stop controlled northbound approach. Accordingly, no mitigation is recommended in conjunction with the proposed site development per CCC Section 40.350.020.G.1.c.1 (the proposed development adds fewer than five (5) peak hour trips to the failing intersection approach). SR 500 (NE Everett Street)/NE 28th Street (Intersection #2) Consistent with the background conditions analysis, delay experienced on the southbound stop-controlled approach continues to result in LOS E operations (exceed the LOS C requirement) during the weekday PM peak hour with a V/C ratio of 0.80. The intersection is projected to continue to operate acceptably during the weekday AM peak hour analysis period. The City of Camas, Clark County and WSDOT are coordinating regarding the potential to collect proportional share mitigation towards a future roundabout from development projects that impact the intersection; however, WSDOT does not currently have a planned/funded project for the intersection. Given the forecast LOS E conditions occur under background conditions and that the proposed development is projected to add 10 southbound left-turns to the intersection during the weekday PM peak hour (47 total site trips are projected to enter the intersection during the PM peak hour), we recommend the Applicant collaborate with WSDOT to determine if a proportional share financial contribution to a future intersection capacity improvement is appropriate in conjunction with the proposed development. As an alternative, implementation of interim all-way stop control at the intersection would provide for acceptable operations during the weekday PM peak hour (eastbound approach LOS C with a V/C ratio of 0.65, overall intersection LOS B). SR 500 (NE Everett Street)/NE 14th Avenue (Intersection #13) Consistent with existing and forecast background conditions, delay experienced on the eastbound stop controlled approach results in LOS F operations (exceed LOS E requirement) during the weekday PM peak hour with a V/C ratio of 0.78. No site-generated trips are projected to use the eastbound approach during the PM peak hour given there are alternative travel routes available eastbound within the downtown urban grid that drivers can use as a route alternative to the project site (including but not limited to NE 17th Avenue, NE 19th Avenue and NE 21st Avenue to the north). As such, no mitigation is recommended in conjunction with site development. Exhibit 7 SUB25-1008 June 2025 Page 35 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. NW Sierra Street/NW Lake Road (Intersection #16) As shown under background 2030 conditions, delay experienced by the stop controlled northbound left- turn movement results in LOS E operations (exceed LOS D requirement) during both and AM and PM peak hours with V/C ratios of 0.52 and 0.47, respectively. The City of Camas is preparing design plans to construct a roundabout at this intersection and has begun collection of proportional share mitigation fees at the intersection. We recommend the Applicant make a proportional financial mitigation contribution to the City of Camas’ planned NW Sierra Street/NW Lake Road intersection improvement project. Based on a recent land use decision, the City is currently assessing a fee of $1,423 per PM peak hour trip added to this intersection, but may switch to a future Traffic Impact Fee (TIF) as part of the on -going TIF Update program which is anticipated to be completed in 2025. Assuming the $1,423 per PM peak trip remains in effect for this development application, the resulting fee for this development is estimated to be $45,536 (based on 32 PM peak hour trips added through the intersection). The City will determine the final contribution amount required. INTERSECTION QUEUING CONSIDERATIONS Forecast total traffic year 2030 95th percentile queues were reviewed at the intersections closest to the study site. Each of these locations is discussed independently below. NE 3rd Street/NE 257th Avenue (Intersection #5) This existing County intersection will be the primary public roadway connection for the residential development, until North Shore Boulevard is built (by others) connecting to the west at NE 232nd Avenue and to the east at SR 500. The 95th percentile queue lengths at the stop-controlled eastbound approach are forecast to be one vehicle length or less under total traffic 2030 conditions. NE 249th Avenue/SR 500 (Intersection #3) The 95th percentile queue lengths at the stop-controlled northbound approach to this intersection are forecast to be one vehicle length or less under total traffic 2030 conditions. NE 3rd Street/SR 500 (Intersection #6) It is forecast that the west leg (eastbound approach) to the future a single lane roundabout at this location will experience 95th percentile queues of one vehicle length of less under total traffic 2030 conditions. TURN LANE NEEDS The potential need for a turn lanes at the intersections closest to the proposed site was also reviewed. These locations include: ◼ NE 249th Avenue / SR 500, and ◼ NE 257th Avenue / NE 3rd Street. Consideration of turn lanes at each of these intersections is further described below. Appendix I includes the supporting turn lane guidance worksheets. Exhibit 7 SUB25-1008 June 2025 Page 36 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. SR 500/NE 249th Avenue As it is anticipated that most trips to/from the north and northwest will utilize NE 249th Avenue to access SR 500, the forecast total traffic volumes at the existing two way stop-controlled intersection were reviewed based on the guidance in the WSDOT Design Manual. The low westbound left-turning volumes at the intersection indicate that the guidance for consideration of a westbound-left turn lane is not met. The forecast right-turning volumes indicate that that right-turn pocket or taper should be considered. However, the addition of a right-turn lane or taper may be precluded by existing limited right-of-way, and may require removal of several existing roadside trees. Additionally, the use of NE 249th Avenue by trips traveling to/from the site that are north/northwest bound is an anticipated to be an interim condition, until North Shore Boulevard is built connecting NE 232nd Avenue to SR 500. Once North Shore Boulevard is constructed, it is anticipated that fewer site trips will utilize NE 249th Avenue to access SR 500. NE 257th Avenue/NE 3rd Street As the NE 257th Avenue /NE 3rd Street intersection will functionally serve as the access point to the public roadway system for the proposed development, at least until North Shore Boulevard is extended east to SR 500 in the future, the need for a westbound left-turn lane was reviewed based on the guidance in the WSDOT Design Manual. With the existing geometry of the intersection, trips headed westbound on NE 3rd Street are required to make a left-turn maneuver and yield to southbound vehicles navigating the curved intersection. The volume-based WSDOT guidance indicated that the intersection volumes do not meet the guidance for consideration a left-turn lane. Considering the site-generated traffic added to the intersection with the proposed development and the relatively low traffic volumes at the intersection, it is recommended that the development team collaborate with Clark County Public Works to re-sign and restripe the intersection in conjunction with the proposed development. Exhibit 1 is a conceptual illustration of suggested curve warning signs, striping revisions along with suggested STOP sign and STOP bar relocation/replacement that could be implemented in accordance with the Manual on Uniform Traffic Control Devices in conjunction with the proposed site development, subject to Clark County direction. Exhibit 7 SUB25-1008 June 2025 Page 37 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Exhibit 1. Conceptual NE 257th Avenue/NE 3rd Street Signing and Striping Changes Aerial Image Source: Google Earth INTERSECTION SIGHT DISTANCE Documentation demonstrating adequate intersection sight distance at the new public street roadways and intersections will be provided by AKS Engineering & Forestry through the site plan application process. We recommend that on-site landscaping, signage, and any new above-ground utilities be appropriately located and maintained to provide adequate intersection sight distance per applicable City requirements. DAILY TRAFFIC VOLUMES Clark County operates and maintains NE 252nd Avenue, NE 257th Avenue and NE 3rd Street as designated rural minor roadways. Clark County Code (CCC) defines minimum width requirements including stipulation that roadways have an unobstructed and paved roadway width of twenty (20) feet, or eighteen (18) feet of pavement with one (1) foot wide shoulders5. Further, CCC addresses Maximum Dwelling Units Served by Access Roads and states: “Urban neighborhood circulator roads within a development which meet the access requirements above may serve up to three hundred (300) lots or units if approved by the review authority. However, the review authority may require a traffic circulation study showing a balanced traffic flow of less than two thousand (2,000) vehicles per day past any dwelling unit accessing on a neighborhood circulator road or lesser classification upon full buildout.”6 Per Table 5, the proposed development is estimated to generate 1,831 daily vehicles trips. To inform forecast with-development daily vehicle volumes on NE 252nd Avenue, NE 257th Avenue and NE 3rd Street, 5 CCC 40.350.060.B.6.b(1) (Off-site Access Road Improvements) 6 CCC 40.350.030.B.4.b.4.b Exhibit 7 SUB25-1008 June 2025 Page 38 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. 24-hour daily vehicle counts were collected on each roadway. Exhibit 2 details the existing 2025, and forecast 2030 background and with-development daily vehicles volumes considering full site buildout (Phases 1-5). Exhibit 3 displays the existing 2025 and forecast 2030 background and with partial development, if only Phases 1-3 are constructed. As shown, NE 252nd Avenue, NE 3rd Street and NE 257th Avenue volumes are forecast to remain below 2,000 average daily trips (ADT) with full, or partial, buildout of this residential development. Exhibit 2. Existing & Future Projected Daily Traffic Volumes (Full Buildout, Phases 1-5) Exhibit 3. Existing & Future Projected Daily Traffic Volumes (Partial Buildout, Phases 1-3 Only) We recommend the Applicant collaborate with Clark County Public Works to define and, if needed, construct an appropriate paved section along NE 252th Avenue and NE 3rd Street as well as at the NE 257th Avenue/NE 3rd Street intersection to serve as the interim primary access to the proposed development. PROPORTIONATE SHARE CONTRIBUTIONS The City of Vancouver collects proportionate share fee contributions from all future developments that add one or more site-generated trips to an adopted list of intersections that require mitigation. Table 8 provides a summary of the current proportional share fee intersections, the mitigation cost per trip, the estimated number of site-generated trips added based on the current site plan by land use type as well as the corresponding mitigation fee anticipated. We anticipate the final fee amount due will be determined at the time of site plan application and payment will be paid prior to building permit issuance. Exhibit 7 SUB25-1008 June 2025 Page 39 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. Table 8. City of Vancouver Proportionate Share Fee Summary Mitigation Location Mitigation Cost/Peak Hour Trip Peak Hour Trips Added Estimated Mitigation Cost 137th Ave: 49th St to Fourth Plain Blvd $3,000/PM 0 $0 Fourth Plain Blvd & 152nd Ave Signal $333/PM 0 $0 Lieser/St. Helens/MacArthur $2,000/PM 0 $0 176th Ave & SE 20th St $400/PM 0 $0 192nd Avenue & NE 13th Street $400/PM 23 $9,200 192nd Ave & SE 34th St $150/PM 0 $0 192nd Ave & SR-14 ramps $2,000/PM 0 $0 MacArthur & Andresen Roundabout $2,285/PM 0 $0 MacArthur & Devine Roundabout $2,226/PM 0 $0 Grove St/Columbia House Blvd/SR-14 WB Ramp $600/AM 0 $0 NE 172nd Avenue & NE 18th Street $300/PM 7 $2,100 NE 179th Place & NE 18th Street $900/PM 7 $5,600 NE 187th Avenue & NE 18th Street $1,200/PM 7 $8,400 NE 162nd Avenue & NE 9th Street $1,500/PM 0 $0 NE 172nd Avenue & NE 9th Street $4,100/PM 0 $0 NE 192nd Avenue & NE 9th Street $1,100/PM 0 $0 NE 187th Avenue & SE 1st Street $1,100/PM 0 $0 Total Proportional Share Cost $25,300 Exhibit 7 SUB25-1008 June 2025 Page 40 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. SUMMARY FINDINGS & RECOMMENDATIONS Based on the transportation impact analysis results, the proposed residential homes can be developed while maintaining acceptable operations at the study intersections assuming provision of the recommended mitigation measures in conjunction with site redevelopment. Findings ◼ Two study intersections experience performance levels that don’t satisfy the applicable operating parameters today (NE Everett Street/NE 14th Avenue and NW Sierra Street/NW Lake Road). ◼ By the future opening year 2030, the following study intersections are projected to not satisfy the applicable performance metrics: – NE 232nd Avenue/NE 28th Street (Intersection #1): AM peak hour LOS F operations with a V/C =0.79; – SR 500 (NE 242nd Avenue)/NE 28th Street (Intersection #2): PM peak hour LOS E operations with a V/C = 0.80; – SR 500 (NE Everett Street)/NE 14th Avenue (Intersection #13): PM peak hour LOS F operations with a V/C = 0.78; – NW Sierra Street/NW Lake Road (Intersection #16): AM and PM peak hour LOS E operations with a V/C = 0.52 during the AM peak hour, and a V/C = 0.47 during the PM peak hour. ◼ The proposed development adds one or more site-generated trip(s) to each of the study intersections listed above that do not satisfy the applicable performance metrics prior to site development. The following site development impacts and potential mitigation considerations were identified. – NE 232nd Avenue/NE 28th Street (Intersection #1): AM peak hour LOS F operations with a V/C =0.79. o CCC Section 40.350.020.G.1.c.1 requires a proposed development provide mitigation when five (5) or more peak hour trips are added to a failing intersection approach on a regionally significant intersection. o The proposed site development is projected to add two (2) weekday AM peak hour trips to the stop controlled northbound approach when the Clark County LOS standard is not met. – SR 500 (NE 242nd Avenue)/NE 28th Street (Intersection #2): PM peak hour LOS E operations with a V/C = 0.80. o The City of Camas, Clark County and WSDOT are coordinating regarding the potential to collect proportional share mitigation towards a future roundabout from development projects that impact the intersection; however, WSDOT does not currently have a planned/funded project for the intersection. o Implementation of interim all-way stop control at the intersection would provide for acceptable operations during the weekday PM peak hour with site trips added (southbound approach LOS C with a V/C ratio of 0.65, overall intersection LOS B). – SR 500 (NE Everett Street)/NE 14th Avenue (Intersection #13): PM peak hour LOS F operations with a V/C = 0.78 o No inbound site-generated trips are projected to be added to the failing eastbound approach which remains under-capacity. o There are intersections further to the north that drivers can use as a route alternative (including but not limited to NE 17th Avenue, NE 19th Avenue and NE 21st Avenue to the north). Exhibit 7 SUB25-1008 June 2025 Page 41 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. – NW Sierra Street/NW Lake Road (Intersection #16): AM and PM peak hour LOS E operations with a V/C = 0.52 during the AM peak hour, and a V/C = 0.47 during the PM peak hour. o The City of Camas is currently advancing design plans to construct a roundabout at the intersection but the funding for and timing of the roundabout construction was unknown at the time this report was prepared. o The City is currently assessing a fee of $1,423 per PM peak hour trip added to this intersection, but may switch to a future TIF as part of the on-going TIF Update program which is anticipated to be completed in 2025. Assuming the $1,423 per PM peak trip remains in effect for this development application, the resulting fee for this development is $45,536 (based on 32 PM peak hour trips added) through the intersection. ◼ The proposed site development is projected to add weekday PM peak hour trips to the following intersections where the City of Vancouver assesses proportional share mitigation payments: – NE 192nd Avenue/NE 13th Street mitigation: 23 trips – NE 179th Place/NE 18th Street mitigation: 7 trips – NE 187th Avenue/NE 18th Street mitigation: 7 trips Recommendations Based on the traffic operations analysis findings, we recommend the following in conjunction with the proposed site development. ◼ Make a proportional financial mitigation contribution to the City of Camas’ planned NW Sierra Street/NW Lake Road roundabout project. – The City is currently assessing a fee of $1,423 per PM peak hour trip added to this intersection, but may switch to a future TIF as part of the on-going TIF Update program which is anticipated to be completed in 2025. Should the $1,423 per PM peak trip remain in effect for this development application, the resulting fee estimate for this development is $45,536 (based on 32 PM peak hour trips added). The City will determine the final contribution amount. ◼ Collaborate with WSDOT to identify and implement (if construction is required) capacity mitigation at the SR 500 (NE 242nd Avenue)/NE 28th Street intersection in conjunction with site development. – Potential options identified to explore with WSDOT include but are not limited to payment of a proportional share financial contribution to a future intersection capacity improvement. ◼ Collaborate with Clark County to define and, if needed, construct an appropriate paved section along NE 252th Avenue and NE 3rd Street to serve as the interim primary access to the proposed development. ◼ Collaborate with Clark County to re-sign and restripe the NE 257th Avenue/NE 3rd Street intersection in conjunction with the proposed development in accordance with the Manual on Uniform Traffic Control Devices (refer to Exhibit 1, a conceptual illustration of suggested curve warning signs, striping revisions along with suggested STOP sign and STOP bar relocation/replacement that could be implemented with the proposed site development, subject to Clark County direction). ◼ Subject to City of Vancouver concurrence and final residential unit count confirmation, pay the following proportional share intersection fees as identified per City of Vancouver requirements: – $9,200 towards NE 192nd Avenue/NE 13th Street mitigation Exhibit 7 SUB25-1008 June 2025 Page 42 North Shore Village Residential Transportation Impact Study Kittelson & Associates, Inc. – $2,100 towards NE 172nd Avenue/NE 18th Street mitigation – $5,600 towards NE 179th Place/NE 18th Street mitigation – $8,400 towards NE 187th Avenue/NE 18th Street mitigation REFERENCES 1. City of Camas. Transportation Impact Study Guidelines. June 10, 2019. 2. Transportation Research Board. Highway Capacity Manual, 7th Edition. 2022. 3. Washington State Department of Transportation. WDOT Sidra Policy Settings. 2021. 4. Washington State Department of Transportation. WSDOT Design Manual M 22-01.22 – Chapter 320: Traffic Analysis. September 2024. 5. Clark County. MapsOnline, Clark County WA. GIS. https://gis.clark.wa.gov/mapsonline/index.cfm? 6. Clark County. Arterial Atlas. 2016. https://clark.wa.gov/sites/default/files/media/document/2020- 11/ArterialAtlas2016%202.pdf 7. Washington State Department of Transportation. Functional Classification Map, accessed May 2025. https://www.wsdot.wa.gov/data/tools/geoportal/?config=functionalclass 8. City of Camas. Camas 2035. https://www.cityofcamas.us/sites/default/files/fileattachments/community_development/page/5971/compreh ensive_plan_camas_2035.pdf 9. Institute of Transportation Engineers. Trip Generation Manual, 11th Edition. September 2021. 10. Federal Highway Administration. Manual on Uniform Traffic Control Devices (MUTCD), 11th Edition. 2023 LIST OF APPENDICES A. Traffic Study Scoping Documentation B. WSDOT Crash Data C. Traffic Count Data D. Existing Conditions Analysis Worksheets E. In-Process Data F. Year 2030 Background Traffic Conditions Analysis Worksheets G. Year 2030 Total Traffic Conditions Analysis Worksheets H. Year 2030 Mitigated Total Traffic Conditions Analysis Worksheets I. Turn Lane Worksheets Exhibit 7 SUB25-1008 Appendix A: Traffic Study Scoping Documentation Exhibit 7 SUB25-1008 H:\31\31552 - Village at North Shore\report\scoping\31552_ScopingMemo_rev1.docx SCOPING MEMORANDUM April 17, 2025 Project# 31552 To: James E Carothers, PE & Anita Ashton City of Camas Community Development Engineering Dylan Bass, Jason Lugo, & Courtney Hajda Washington State Department of Transportation (WSDOT) Southwest Region Craig Kathol & David Jardin Clark County Public Works From: Chris Brehmer, PE, Claire Dougherty, PE, & Julia Kuhn, PE CC: Bryce Hanson, PE, LSIT, AKS Engineering & Forestry, LLC Kevin Miller, HSR Development RE: North Shore Village Residential Transportation Impact Study Scoping Request (PA 24-16) This updated scoping memorandum documents the project assumptions and methodology associated with preparing a transportation impact study (TIS) for the proposed North Shore Village residential development in Camas. Details of the TIS assumptions and methodology are documented herein based on preliminary pre-application conference feedback as well as guidance in the City of Camas Transportation Impact Study Guidelines and the Washington State Department of Transportation (WSDOT) Design Manual – Chapter 320 Traffic Analysis. We request that you please review this material and provide us with your comments, suggestions and any questions. We will proceed with the TIS analysis once the path forward has been confirmed. PROPOSED PROJECT Village at North Shore - HSR Dev Mills LLC proposes to develop a 36.04-acre residential project located on the west side of NE Everett Street (State Route 500) and south of NE 3 rd Street, in the vicinity of NE 252nd Avenue. The preliminary site plan includes 43 detached single-family homes, 58 attached homes (townhomes), and 128 apartments, with construction and occupancy anticipated by 2030. Longer-term, the site may also be expanded to include approximately 97,460 square feet of commercial space once roadway connectivity to the site is improved; however, this initial development phase and the focus of this TIS will be only the proposed residential units. Figure 1 shows the site vicinity map, and Figure 2 shows a preliminary site plan. Vehicular site access is proposed via the existing NE 252nd Avenue connection to NE 3rd Street and NE 257th Avenue. Longer-term, with future development by others, a North Shore Boulevard connection to the planned SE Everett Street/SE Everett Drive roundabout may be added, but such a connection is assumed to be outside of the timeframe for buildout (2030). 851 SW 6th Avenue, Suite 600 Portland, OR 97204 P 503.228.5230 Exhibit 7 SUB25-1008 SITE 500 SE C r o w n R d NE 3rd St SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NW L a c a m a s L n NW S i e r r a S t SE 23rd StNE Woodburn Dr SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t SE R o b i n s o n R d NE Hathaway Rd N H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ S c o p i n g F i g s _ A p r i l . d w g A p r 0 2 , 2 0 2 5 - 2 : 0 4 p m - c d o u g h e r t y L a y o u t T a b : F i g 1 S i t e V i c i n i t y M a p Site Vicinity Map Camas, Washington 1 North Shore Village April 2025 Figure 14CLARK COUNTY 501 5 205 500 502 503 SITE Exhibit 7 SUB25-1008 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ S c o p i n g F i g s _ A p r i l . d w g A p r 0 2 , 2 0 2 5 - 2 : 0 5 p m - c d o u g h e r t y L a y o u t T a b : F i g 2 P r o p o s e d S i t e P l a n Preliminary Site Plan Camas, Washington 2 North Shore Village April 2025 FigureRECEIVED FROM AKS ENGINEERING AND FORESTRY, LLC: (FEBRUARY 2025) NOT TO SCALE Exhibit 7 SUB25-1008 April 2025 Page 4 North Shore Village Residential Transportation Impact Study Scoping Request (PA 24-16) Scoping Memorandum Kittelson & Associates, Inc. ESTIMATED TRIP GENERATION Weekday daily, AM, and PM peak hour vehicle trips for the proposed development were estimated using data from the Trip Generation Manual, 11th Edition, published by the Institute of Transportation Engineers (ITE), as summarized in Table 1 below. The residential trip estimates shown in Table 1 reflect fitted equation trip rates. Table 1. Estimated Site Trip Generation ESTIMATED TRIP DISTRIBUTION PATTERN An estimated trip distribution pattern for the planned residential land uses was developed based on review of past Southwest Washington Regional Transportation Council (RTC) modeling of nearby TAZs and review of the existing and planned roadway network in the North Shore area 1. Additionally, Google Maps mapping and route planning suggestions were reviewed during peak hour time frames to better understand this tool’s recommended travel routes, route travel time and route distances. Specifically, routing between the proposed site and nearby key destinations including Harmony Sports Complex, the NE 192nd Avenue and SE Mill Plain Boulevard retail corridors, and the Vancouver Mall area were reviewed during AM and PM peak hour time frames. Ultimately, for trips within 5 to 12 miles of the site, the recommended routing for northbound and westbound vehicles trips heavily favored NE 28th Street and NE Lake Road, whereas SR 14 is more often recommended by Google as a westbound route for trips exceeding 15 miles in length. Figures 3 and 4 illustrate the estimated trip distribution pattern and corresponding new site- generated trip assignment to potential study intersections based on the trip estimates in Table 1. 1 We note that RTC does not currently have a model fully reflective of the adopted North Shore Plan and companion roadway network as of March 2025. RTC staff indicate they will create model updates upon the City’s adoption of a new Growth Management Area (GMA) and road network and completion of the County’s Regional Transportation Plan updates in collaboration with communities across the County. The schedule for completion of these changes is unknown as of time this scoping memo was prepared. Land Use ITE Code Size (units) Daily Trips Weekday AM Peak Weekday PM Peak Total In Out Total In Out Detached Single-Family Homes 210 43 464 35 9 26 45 28 17 Multi-Family Low-Rise 220 128 896 63 15 48 76 48 28 Single Family Attached 215 58 391 24 6 18 31 18 13 TOTAL TRIPS 1,751 122 30 92 152 94 58 Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ S c o p i n g F i g s _ A p r i l . d w g A p r 1 6 , 2 0 2 5 - 4 : 0 9 p m - c d o u g h e r t y L a y o u t T a b : F i g 3 A M R e s i d e n t i a l T r i p s Weekday AM Peak Hour Trip Assignment Camas, Washington 3 North Shore Village April 2025 FigureStudy Intersections# 1 6 11 16 21 4 18 17 16 7 8 9 15 10 11 12 15% 10 % 5% 15%15% Distributed to this Area 5% 10% 3% 5% Distributed to Camas HS 5% Distributed to Lacamas Lake ES 5% 5% Distributed to Liberty MS 2% 5 6 13 14 3 2 4 414 3 6 18 9 22 27 5 22 7 7 22 70 23 21 565 2 19 461 2 19 61 12 3622 7 10 304 2 8 264 2 1511 2 6 1 4 1 6 319 1 5 316 1 4 313 1 3 49 19 358 10 3 19 19 0 3 Exhibit 7 SUB25-1008 SITE 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St NE 2 5 2 n d A v e NE 2 5 7 t h A v e NE E v e r e t t S t NE 2 4 9 t h A v e NE 14th St NE 19th St SE R o b i n s o n R d NE Hathaway Rd NE 9th St N 2 3 4 5 10987 15141312 1817 H: \ 3 1 \ 3 1 5 5 2 - V i l l a g e a t N o r t h S h o r e \ r e p o r t \ f i g s \ 3 1 5 5 2 _ S c o p i n g F i g s _ A p r i l . d w g A p r 1 6 , 2 0 2 5 - 4 : 0 8 p m - c d o u g h e r t y L a y o u t T a b : F i g 4 P M R e s i d e n t i a l T r i p s Weekday PM Peak Hour Trip Assignment Camas, Washington 4 North Shore Village April 2025 FigureStudy Intersections# 1 6 11 16 21 4 18 17 16 7 8 9 15 10 11 12 15% 10 % 5% 15% 5% 10% 3% 5% Distributed to Camas HS 5% Distributed to Lacamas Lake ES 5% 5% Distributed to Liberty MS 2% 5 6 13 14 3 5 14 38 9 19 11 6 14 622 3 14 22 22 14 44 72 66 341 6 61 338 5 61 38 37 2214 21 18 192 7 18 172 0 116 0 18 2 19 212 2 17 210 3 14 28 5 9 26 58 236 5 104 4 3 15% Distributed to this Area 19 3 2 19 Exhibit 7 SUB25-1008 April 2025 Page 7 North Shore Village Residential Transportation Impact Study Scoping Request (PA 24-16) Scoping Memorandum Kittelson & Associates, Inc. POTENTIAL STUDY INTERSECTIONS The City of Camas requires an intersection to be included in a TIS if 20 or more peak hour trips are added to the City intersection from the development. WSDOT generally requires WSDOT-maintained intersections be included in a TIS if 25 or more peak hour trips are added to the intersection or 10 or more trips are added to State highway approach. Clark County typically requires consideration of regionally significant intersections within a 2 mile radius for a project that generates between 51 and 250 new peak hour trips per Clark County Code Section 40.350.020.D.5.b. Based on the identified trip thresholds, the preliminary trip distribution pattern and trip assignment outlined above, the intersections listed in Table 2 have been identified for potential inclusion in the TIS. We request City and partner agency staff review and confirm which intersections need to be addressed in the TIS. New AM and PM peak hour counts will be collected at all listed study intersections. Table 2. Potential Study Intersections ID Potential Study Intersection Traffic Control 1 NE 232nd Ave/NE 28th St TWSC 2 SR 500/NE 28th St TWSC 3 SR 500/NE 249th Ave TWSC 4 NE 249th Ave/NE 14th St TWSC 5 NE 257th Ave/NE 3rd St TWSC 6 SR 500/NE 3rd St TWSC (Future Roundabout) 7 SR 500/NE Everett Dr TWSC (Future Roundabout) 8 SR 500/SE Leadbetter Rd TWSC 9 SR 500/NE 43rd Ave Signalized 10 SR 500/NW Lake Rd Roundabout 11 SR 500/NE 17th Ave TWSC 12 SR 500/NE 15th Ave TWSC 13 SR 500/NE 14th Ave TWSC 14 Division St/NW 6th Ave TWSC 15 NW Lacamas Ln/NW Lake Rd TWSC 16 NW Sierra St/NW Lake Rd TWSC (Future Roundabout) 17 NW Leadbetter Dr/NW Lake Rd TWSC 18 NW Parker St/NW Lake Rd Signalized 19 SE 283rd Ave/SE 23rd St1 TWSC 1 The need to provide analysis of this intersection is subject to Clark County direction. Up to 3 weekday AM peak hour and 5 weekday PM peak hour site-generated trips are anticipated as documented later in this memorandum. Exhibit 7 SUB25-1008 April 2025 Page 8 North Shore Village Residential Transportation Impact Study Scoping Request (PA 24-16) Scoping Memorandum Kittelson & Associates, Inc. ANALYSIS METHODOLOGY All stop-control and signalized intersection operations analysis will be completed using Synchro software and the Highway Capacity Manual, 7th Edition methodologies. Roundabout intersection operations analysis will be completed using Sidra software. MOBILITY STANDARDS The applicable City, WSDOT and Clark County mobility standards for are described below and summarized in Table 3. City of Camas According to the City of Camas’ Transportation Impact Study Guidelines, a TIS is required when a proposed development generates 200 or more daily vehicle trips. As Table 1 shows, this threshold has been met for this project, triggering a TIS. Camas uses level of service (LOS) for traffic operations. Minor and local streets must meet LOS C standards, and collector and arterial streets must meet LOS D standards. If site traffic contributes to traffic operations that exceed the LOS D standard, then the TIS recommendations need to include mitigations or roadways improvements. SR 500 Chapter 320 of WSDOT’s Design Manual covers traffic impact analysis on state facilities. The Urban non-National Highway System facilities (non-HSS standard) established by the Southwest Washington RTC for Clark County is LOS E and applies to study intersections 6 through 12 2. The Rural non-HSS standard is LOS C, which based on WSDOT mapping applies to intersections 2 and 3. Clark County Clark County Code (CCC) 40.350.020.G specifies that the LOS standard is LOS E if warrants are not met. If warrants are met, unsignalized intersections of regional significance shall be LOS D or better. This standard is applicable to intersection 1. We request Clark County guidance on the LOS standard for routes that are not regionally significant. Because the Clark County Arterial Atlas identifies NE 249th Avenue, NE 3rd Street and NE 257th Avenue as Minor Roads, these do not appear to be considered Regionally Significant roadways. We request County guidance on relevant LOS standard for these intersections (study intersections 4 and 5). 2 Regional Transportation Planning Organizations (RTPOs) have the authority to set LOS thresholds for non-Highways of Statewide Significance (HSS). The Urban non-HSS standard established by RTC for Clark County is LOS E, and the Rural non-HSS standard is LOS C. https://geo.wa.gov/datasets/WSDOT::wsdot- roadway-data-urban-rural/ Exhibit 7 SUB25-1008 April 2025 Page 9 North Shore Village Residential Transportation Impact Study Scoping Request (PA 24-16) Scoping Memorandum Kittelson & Associates, Inc. Table 3. Applicable Mobility Standards ID Potential Study Intersection Traffic Control Jurisdictional Authority Facility Designation Operating Requirement 1 NE 232nd Ave/NE 28th St TWSC Clark County Rural Major Collector LOS E 2 SR 500/NE 28th St TWSC RTC1 Rural non-HSS LOS C 3 SR 500/NE 249th Ave TWSC RTC1 Rural non- HSS LOS C 4 NE 249th Ave/NE 14th St TWSC Clark County Minor Road LOS E2 5 NE 257th Ave/NE 3rd St TWSC Clark County Minor Road LOS E2 6 SR 500/SE 3rd St TWSC (Future Roundabout) RTC1 Urban non-HSS LOS E 7 SR 500/NE Everett Dr TWSC (Future Roundabout) RTC1 Urban non-HSS LOS E 8 SR 500/ SE Leadbetter Rd TWSC RTC1 Urban non-HSS LOS E 9 SR 500/NE 43rd Ave Signalized RTC1 Urban non-HSS LOS E 10 SR 500/NW Lake Rd Roundabout RTC1 Urban non-HSS LOS E 11 SR 500/NE 17th Ave TWSC RTC1 Urban non-HSS LOS E 12 SR 500/NE 15th Ave TWSC RTC1 Urban non-HSS LOS E 13 SR 500/NE 14th Ave TWSC WSDOT Urban LOS D 14 Division St/NW 6th Ave TWSC City of Camas City Arterial LOS D 15 NW Lacamas Ln/ NW Lake Rd TWSC City of Camas City Arterial LOS D 16 NW Sierra St/ NW Lake Rd TWSC (Future Roundabout) City of Camas City Arterial LOS D 17 NW Leadbetter Dr/ NW Lake Rd TWSC City of Camas City Arterial LOS D 18 NW Parker St/ NW Lake Rd Signalized City of Camas City Arterial LOS D 19 SE 283rd Ave/SE 23rd St TWSC Clark County Urban Collector LOS E TWSC = Two-way Stop Control 1RTPOs have the authority to set LOS thresholds for non-Highways of Statewide Significance (HSS). The Urban non-HSS standard established by RTC for Clark County is LOS E. 2Because the Clark County Arterial Atlas identifies NE 249th Avenue, NE 3rd Street and NE 257th Avenue as Minor Roads, these do not appear to be considered Regionally Significant roadways that would be subject to LOS E standard. We request County guidance on relevant LOS standard for these intersections. Exhibit 7 SUB25-1008 April 2025 Page 10 North Shore Village Residential Transportation Impact Study Scoping Request (PA 24-16) Scoping Memorandum Kittelson & Associates, Inc. STUDY TIME PERIODS We propose to analyze one-hour peak within the weekday morning (7-9 AM) and weekday PM (4-6 PM) commuter peak periods. The following analysis scenarios will be analyzed assuming project buildout by the year 2030:  Year 2025 existing traffic conditions – weekday AM and weekday PM peak hours.  Year 2030 background traffic conditions (including background growth and identified in-process developments, but not including any site-generated traffic volumes related to the proposed development) – weekday AM and weekday PM peak hours.  Year 2030 total traffic conditions (including site-generated traffic volumes to the proposed development) – weekday AM and weekday PM peak hours. IN-PROCESS DEVELOPMENTS AND BACKGROUND GROWTH RATES Based on previous development projects in Camas, we propose to assume a two percent annual background growth rate along SR 500 north of NE Everett Drive (Study intersections 2-3 and 6-7), as well as to the County’s intersections (Study intersections 1, 4, 5 and 19). The remaining study intersections will not have a growth rate applied but will have in-process development trips added. The following are known in-process developments for which site trips for each will be included at all impacted study intersections as background vehicular trips:  Camas Woods and Camas Woods 2, located east of SR 500 between Everrett Drive and NE 8th Street;  Camas Heights, located on the north side of NE 28th Street and west of NE 232nd Avenue;  Green Mountain Estates, located on the north of NE 28th Street east of NE 222nd Avenue;  Green Mountain Planned Residential Development (PRD), located east of NE Ingle Road north of NE 28th Street;  Lacamas Hills, located on the north side of Leadbetter Road west of Everett Road (formerly known as CJ Dens East Subdivision); and,  Monte Verde Subdivision, located on the south side of NE 28th Street west of NE 232nd Avenue. We ask that City and WSDOT staff identify and provide any additional relevant in-process developments to be included in the background traffic conditions analysis. BACKGROUND TRANSPORTATION IMPROVEMENTS As noted in Tables 2 and 3, there are three potential study intersections slated for near-term reconstruction as single lane roundabouts. Considering the 2030 buildout year, the TIS will assume these roundabout improvements are in-place. These locations are:  SR 500/SE 3rd St (WSDOT delivered) Exhibit 7 SUB25-1008 April 2025 Page 11 North Shore Village Residential Transportation Impact Study Scoping Request (PA 24-16) Scoping Memorandum Kittelson & Associates, Inc.  SR 500/NE Everett Dr (Private development delivered)  NW Sierra St/NW Lake Rd (City delivered) We ask that the City and WSDOT staff identify and provide any additional funded transportation improvement projects that should be assumed in place for the background traffic conditions analysis. CITY OF VANCOUVER PROPORTIONAL SHARE INTERSECTIONS We will track site-generated trips through impacted City of Vancouver proportional share intersections and summarize those findings in tabular form as part of the final report. NEXT STEPS We request that staff please review and provide direction on the potential study intersections, intersection analysis periods, trip generation estimates and trip distribution pattern in particular. Please contact us if you have any questions as you review this material. Exhibit 7 SUB25-1008 Appendix B: WSDOT Crash Data Exhibit 7 SUB25-1008 OFFICER REPORTED CRASHES THAT OCCURRED at OR in the vicinity of MULTIPLE INTERSECTIONS IN CITH OF CAMAS & CLARK COUNTY 01/01/2020 ‐ 12/31/2024 See 2nd tab below for road info KAI Intersection # KAI Assigned JURISD ICTION COU NTY CITY PRIMARY TRAFFIC WAY MILE POST BLOCK NUMBE R INTERSE CTING TRAFFIC WAY INTERSE CTING COUNTY ROAD MP DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFERE NCE POINT NAME SR ONLY HISTORY / SUSPENSE IND REPORT NUMBER DATE TIME MOST SEVERE INJURY TYPE KAI ‐ Crash Severity # INJ # FAT # PEDS # BIKES VEHICLE 1 TYPE VEHICLE 2 TYPE JUNCTION RELATIONSHIP WEATHER ROADWAY SURFACE CONDITION 1 NE 232nd Ave/NE 28th St County Clark 93350 3.090 No EA84265 11/24/2020 15:25 Possible Injury Injury 2 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane Driveway Related but Not a Overcast Dry 1 NE 232nd Ave/NE 28th St County Clark 93350 3.090 30950 2.890 No EB10619 02/28/2021 16:35 No Apparent Injury PDO 0 0 0 1 Pickup,Panel Truck or Vanette under 10,000 lb At Intersection and Related Clear Dry 1 NE 232nd Ave/NE 28th St County Clark 93350 3.090 30950 2.890 No EB42601 06/15/2021 18:31 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Related Raining Wet 1 NE 232nd Ave/NE 28th St County Clark 93350 3.090 30950 2.890 No EB53840 07/20/2021 15:10 Suspected Minor Injury Injury 3 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Clear Dry 1 NE 232nd Ave/NE 28th St County Clark 93350 3.090 30950 2.890 No EB69640 09/01/2021 11:59 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette under 10,000 lb At Intersection and Related Clear Dry 1 NE 232nd Ave/NE 28th St County Clark 93350 3.090 30950 2.890 No ED64349 05/21/2023 16:55 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Related Overcast Dry 1 NE 232nd Ave/NE 28th St County Clark 93350 3.090 30950 2.890 No EE74231 02/18/2024 15:52 Unknown PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Related Overcast Unknown 1 NE 232nd Ave/NE 28th St County Clark 30950 2.890 93350 3.090 No EE81852 05/28/2024 14:30 No Apparent Injury PDO 0 0 0 0 Truck & Trailer At Intersection and Related Overcast Dry 2 SR 500/NE 28th St State RoClark 500 13.85 No EB67310 09/03/2021 08:40 Suspected Minor Injury Injury 1 0 0 0 Pickup,Panel Truck or Vanette under 10,000 lb Not at Intersection and Not Clear Dry 2 SR 500/NE 28th St State RoClark 500 13.84 No EB87073 11/06/2021 15:55 No Apparent Injury PDO 0 0 0 0 Passenger Car Passenger Car At Driveway within Major InRaining Wet 2 SR 500/NE 28th St State RoClark 500 13.84 No ED77436 07/04/2023 16:05 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 2 SR 500/NE 28th St State RoClark 500 13.84 No EF31345 10/28/2024 07:59 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Driveway within Major InOvercast Wet 2 SR 500/NE 28th St County Clark 93350 3.580 No EA17727 02/21/2020 21:32 Possible Injury Injury 1 0 0 0 Passenger Car Not at Intersection and Not Clear Dry 3 SR 500/NE 249th Ave State RoClark 500 14.20 No EA12626 01/21/2020 02:36 No Apparent Injury PDO 0 0 0 0 Passenger Car Not at Intersection and Not Raining Wet 3 SR 500/NE 249th Ave State RoClark 500 14.20 No EA23775 03/06/2020 10:15 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Driveway Overcast Wet 3 SR 500/NE 249th Ave State RoClark 500 14.20 No EA51132 07/29/2020 23:49 Suspected Minor Injury Injury 1 0 0 0 Motorcycle At Intersection and Not RelaClear Dry 3 SR 500/NE 249th Ave State RoClark 500 14.21 No EC04351 12/23/2021 08:12 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Raining Wet 3 SR 500/NE 249th Ave State RoClark 500 14.22 No ED39574 02/27/2023 16:30 No Apparent Injury PDO 0 0 0 0 Passenger Car Not at Intersection and Not Clear Wet 6 SR 500/SE 3rd St State RoClark 500 16.36 No EA79205 10/28/2020 22:10 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette under 10,000 lb At Intersection and Not RelaClear Dry 6 SR 500/SE 3rd St State RoClark 500 16.36 No EC75152 08/17/2022 19:00 No Apparent Injury PDO 0 0 0 0 Passenger Car At Intersection and Not RelaClear Dry 6 SR 500/SE 3rd St State RoClark 500 16.36 No ED51725 04/12/2023 17:53 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Not RelaClear Dry 6 SR 500/SE 3rd St State RoClark 500 16.36 No EE82275 05/29/2024 23:10 No Apparent Injury PDO 0 0 0 0 Passenger Car At Intersection and Not RelaClear Dry 7 SR 500/NE Everett Dr State RoClark Camas 500 16.95 No EA37248 05/30/2020 14:02 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette under 10,000 lb At Intersection and Not RelaOvercast Dry 7 SR 500/NE Everett Dr State RoClark Camas 500 16.94 No EC39091 04/12/2022 16:39 No Apparent Injury PDO 0 0 0 0 Passenger Car At Intersection and Not RelaOvercast Wet 7 SR 500/NE Everett Dr State RoClark Camas 500 16.94 No EF48090 12/18/2024 12:35 Suspected Minor Injury Injury 2 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Overcast Wet 8 SR 500/SE Leadbetter Rd State RoClark Camas 500 17.26 No EC88859 09/29/2022 15:12 No Apparent Injury PDO 0 0 0 0 Passenger Car Passenger Car Not at Intersection and Not Overcast Dry 8 SR 500/SE Leadbetter Rd State RoClark Camas 500 17.26 No EC94672 10/17/2022 11:32 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 8 SR 500/SE Leadbetter Rd State RoClark Camas 500 17.26 No EE99646 07/23/2024 14:39 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 9 SR 500/NE 43rd Ave State RoClark Camas 500 17.33 No EC02446 12/14/2021 08:40 No Apparent Injury PDO 0 0 0 0 Passenger Car At Intersection and Related Clear Ice 9 SR 500/NE 43rd Ave State RoClark Camas 500 17.33 No EC13028 01/11/2022 08:25 Suspected Minor Injury Injury 3 0 0 0 Pickup,Panel Truck or Vanette Passenger Car At Intersection and Related Raining Wet 9 SR 500/NE 43rd Ave State RoClark Camas 500 17.33 No EF15278 09/13/2024 22:45 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.94 No EB68144 09/10/2021 22:38 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane Circulating Roundabout Clear Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.95 No ED77972 07/09/2023 18:23 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Passenger Car Entering Roundabout Clear or Partly C Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.96 No EE12985 10/23/2023 17:36 Possible Injury Injury 1 0 0 0 Pickup,Panel Truck or Vanette Passenger Car Entering Roundabout Clear Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.95 No EE59686 03/10/2024 18:46 No Apparent Injury PDO 0 0 0 0 Passenger Car Circulating Roundabout Raining Wet 10 SR 500/NW Lake Rd State RoClark Camas 500 17.94 No EE70253 03/21/2024 23:58 Suspected Minor Injury Injury 1 0 0 0 Pickup,Panel Truck or Vanette under 10,000 lb Circulating Roundabout Clear Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.95 No EE76103 05/11/2024 14:27 Possible Injury Injury 1 0 0 0 Passenger Car Passenger Car Entering Roundabout Clear Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.95 No EF44810 12/10/2024 18:11 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane Entering Roundabout Clear Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.95 No EF45423 12/12/2024 18:14 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Passenger Car Entering Roundabout Raining Wet 10 SR 500/NW Lake Rd State RoClark Camas 500 17.84 No EA22073 03/09/2020 09:33 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane Not at Intersection and Not Clear Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.90 No EA87306 12/07/2020 08:30 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Not RelaClear Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.85 No EE48959 02/04/2024 19:41 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane Not at Intersection and Not Clear Dry 10 SR 500/NW Lake Rd State RoClark Camas 500 17.89 No EF20538 09/30/2024 19:14 Possible Injury Injury 1 0 0 0 Passenger Car Pickup,Panel Truck or Vane Not at Intersection and Not Clear Dry 12 SR 500/NE 15th Ave City StreClark Camas NE 15TH AVE 500 43 F E NE EVER No EA41160 06/17/2020 18:45 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Driveway Clear or Partly C Dry 12 SR 500/NE 15th Ave State RoClark Camas 500 18.73 No EB24372 04/22/2021 15:53 No Apparent Injury PDO 0 0 0 0 Passenger Car Not at Intersection and Not Clear Dry 12 SR 500/NE 15th Ave State RoClark Camas 500 18.75 No EE31626 11/07/2023 16:17 Suspected Minor Injury Injury 1 0 0 0 Passenger Car Passenger Car At Intersection and Related Overcast Wet 13 SR 500/NE 14th Ave State RoClark Camas 500 18.80 No EB52359 07/27/2021 16:59 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette under 10,000 lb At Intersection and Related Clear Dry 13 SR 500/NE 14th Ave State RoClark Camas 500 18.80 No EB68471 09/16/2021 16:22 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette School Bus At Intersection and Related Clear or Partly C Dry 13 SR 500/NE 14th Ave State RoClark Camas 500 18.80 No EC10091 01/06/2022 17:26 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Wet 13 SR 500/NE 14th Ave State RoClark Camas 500 18.80 No EC28645 03/01/2022 05:30 No Apparent Injury PDO 0 0 0 0 Passenger Car Passenger Car At Intersection and Related Raining Wet 14 Division St/NW 6th Ave City StreClark Camas NW 6TH AVE 141 DIVISION ST No EB48003 07/13/2021 13:34 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 14 Division St/NW 6th Ave City StreClark Camas NW 6TH AVE 141 DIVISION ST No EB74074 10/02/2021 08:00 Possible Injury Injury 1 0 0 0 Passenger Car At Intersection and Related Overcast Dry 14 Division St/NW 6th Ave City StreClark Camas DIVISION ST 201 NE 6TH AVE No ED76877 07/02/2023 12:19 Suspected Minor Injury Injury 1 0 0 1 Pickup,Panel Truck or Vanette under 10,000 lb At Intersection and Related Clear Dry 14 Division St/NW 6th Ave City StreClark Camas NW 6TH AVE 141 DIVISION ST No ED88447 08/10/2023 15:58 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 14 Division St/NW 6th Ave City StreClark Camas NW 6TH AVE 141 DIVISION ST No EE26307 12/03/2023 08:07 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Raining Wet 14 Division St/NW 6th Ave City StreClark Camas DIVISION ST 201 NW 6TH AVE No EF44133 12/09/2024 17:28 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Passenger Car At Intersection and Related Clear Dry 15 NW Lacamas Ln/NW Lake Rd City StreClark Camas NW LAKE RD 500 100 F NW NW LACANo EA55174 08/09/2020 16:28 Dead on Arrival Fatal 4 1 0 0 Passenger Car Passenger Car Not at Intersection and Not Clear Dry 15 NW Lacamas Ln/NW Lake Rd City StreClark Camas NW LAKE RD 1299 NW LACAMAS LN No EB29220 05/10/2021 19:03 No Apparent Injury PDO 0 0 0 0 Passenger Car At Intersection and Related Clear Dry 16 NW Sierra St/NW Lake Rd City StreClark Camas NW LAKE RD 4300 NW SIERRA ST No EC06334 12/27/2021 21:10 No Apparent Injury PDO 0 0 0 0 Passenger Car Passenger Car At Intersection and Related Snowing Ice 16 NW Sierra St/NW Lake Rd City StreClark Camas NW LAKE RD 1800 165 F NW NW SIER No ED21295 12/31/2022 17:41 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane Not at Intersection and Not Clear Wet 17 NW Leadbetter Dr/NW Lake Rd City StreClark Camas NW LAKE RD 2300 139 F SE NW LEADNo EA05036 01/15/2020 13:17 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette under 10,000 lb Not at Intersection and Not Overcast Dry 17 NW Leadbetter Dr/NW Lake City StreClark Camas NW LAKE RD 2400 83 F SE NW LEADNo EC22918 02/13/2022 18:26 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette under 10,000 lb Not at Intersection and Not Clear or Partly C Dry 17 NW Leadbetter Dr/NW Lake City StreClark Camas NW LAKE RD 2531 NW LEADBETTER BLVD No EE76102 05/10/2024 13:00 Suspected Minor Injury Injury 1 0 0 0 Pickup,Panel Truck or Vanette Passenger Car At Intersection and Related Clear or Partly C Dry 18 NW Parker St/NW Lake Rd City StreClark Camas NW LAKE RD 3716 NW PARKER ST No EB35916 06/03/2021 10:12 Possible Injury Injury 1 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 18 NW Parker St/NW Lake Rd City StreClark Camas NW LAKE RD 3716 NW PARKER ST No EC17085 01/26/2022 14:40 Possible Injury Injury 1 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Related Clear Dry 18 NW Parker St/NW Lake Rd City StreClark Camas NW LAKE RD 3716 NW PARKER ST No EC85934 09/21/2022 08:53 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Passenger Car At Intersection and Related Clear or Partly C Dry 18 NW Parker St/NW Lake Rd City StreClark Camas NW LAKE RD 3600 80 F E NW PAR No EC92262 10/10/2022 11:26 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane Intersection Related but No Clear Dry 18 NW Parker St/NW Lake Rd City StreClark Camas NW LAKE RD 3716 NW PARKER ST No ED14248 11/16/2022 16:55 No Apparent Injury PDO 0 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 18 NW Parker St/NW Lake Rd City StreClark Camas NW PARKER ST NW LAKE RD No EE22702 11/16/2023 09:50 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 18 NW Parker St/NW Lake Rd City StreClark Camas NW LAKE RD 3716 NW PARKER ST No EF15111 09/08/2024 20:40 Suspected Minor Injury Injury 5 0 0 0 Passenger Car Pickup,Panel Truck or Vane At Intersection and Related Clear or Partly C Dry 18 NW Parker St/NW Lake Rd City StreClark Camas NW PARKER ST NW LAKE RD No EF18541 09/22/2024 16:28 No Apparent Injury PDO 0 0 0 0 Pickup,Panel Truck or Vanette Passenger Car At Intersection and Related Clear or Partly C Dry 19 SE 283rd Ave/SE 23rd St City StreClark Camas SE 283RD A 0 SE 23RD ST No EA13156 02/07/2020 20:53 No Apparent Injury PDO 0 0 0 0 Passenger Car At Intersection and Not RelaClear Dry 19 SE 283rd Ave/SE 23rd St City StreClark Camas SE 23RD ST28475 SE 283RD AVE No EE22703 11/10/2023 16:33 Suspected Minor Injury Injury 1 0 0 0 Motorcycle At Intersection and Related Overcast Dry Under 23 U.S. Code § 148 and 23 U.S. Code § 407, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data. WSDOT - Transportation Data, GIS and Modeling Office Crash Data and Reporting Branch – KM 04/11/2025 1 of 3 Exhibit 7 SUB25-1008 LIGHTING CONDITION KAI ‐ Collision Type FIRST COLLISION TYPE / OBJECT STRUCK VEHICLE 1 ACTION VEHICLE 2 ACTION VEHICLE 1 COMPASS DIRECTION FROM VEHICLE 1 COMPASS DIRECTION TO VEHICLE 2 COMPASS DIRECTION FROM VEHICLE 2 COMPASS DIRECTION TO MV DRIVER CONTRIBUTING CIRCUMSTANCE 1 (UNIT 1) MV DRIVER CONTRIBUTING CIRCUMSTANCE 2 (UNIT 1) MV DRIVER CONTRIBUTING CIRCUMSTANCE 3 (UNIT 1) MV DRIVER CONTRIBUTING CIRCUMSTANCE 1 (UNIT 2) Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped for Traffic East West Vehicle Stopped Vehicle Stopped Follow Too Closely None Daylight Ped/Bike Vehicle Strikes Pedalcyclist Going Straight Ahead East West None Daylight Angle Entering at angle Making Right Turn Stopped at Signal or Stop Sign West South South West Exceeding Reas. Safe Speed None Daylight Angle Entering at angle Making Left Turn Going Straight Ahead South West East West Did Not Grant RW to Vehicle Unknown Distraction None Daylight Fixed Object Utility Pole Going Straight Ahead East West Other Contributing Circ Not Listed Daylight Turning From same direction ‐ one right turn ‐ one straight Going Straight Ahead Making Right Turn West East West South Distracted by Adjusting Vehicle Cntrls None Other Angle Entering at angle Going Straight Ahead Making Left Turn West East South Northwest None Unknown Distraction Daylight Fixed Object Utility Pole Making Right Turn West South None Daylight Fixed Object Tree or Stump (stationary) Going Straight Ahead East West Under Influence of Drugs Daylight Angle Entering at angle Starting in Traffic Lane Going Straight Ahead North South East West Did Not Grant RW to Vehicle None Daylight Angle Entering at angle Starting in Traffic Lane Making Left Turn West East West North Improper Turn/Merge None Daylight Turning From opposite direction ‐ one left turn ‐ one straight Making Left Turn Going Straight Ahead North East South North Did Not Grant RW to Vehicle None Dark‐No Street Lights Fixed Object Roadway Ditch Going Straight Ahead East West Exceeding Stated Speed Limit Dark‐No Street Lights Fixed Object Metal Sign Post Going Straight Ahead West East Other Contributing Circ Not Listed Daylight Fixed Object Entering at angle Making Left Turn Going Straight Ahead North East East West Improper Turn/Merge None Dark‐No Street Lights Fixed Object Tree or Stump (stationary) Going Straight Ahead East West Exceeding Reas. Safe Speed Daylight Turning From opposite direction ‐ all others Going Straight Ahead Making Right Turn East West West South Other Contributing Circ Not Listed None Daylight Fixed Object Roadway Ditch Negotiating a Curve West East Other Contributing Circ Not Listed Dark‐No Street Lights Fixed Object Metal Sign Post Going Straight Ahead East West Under Influence of Alcohol Daylight Fixed Object Roadway Ditch Going Straight Ahead East South Exceeding Reas. Safe Speed Daylight Rear End From same direction ‐ both going straight ‐ both moving ‐ rear‐end Going Straight Ahead Slowing West East West East Follow Too Closely Operating Recklessly or Aggressively Dark‐No Street Lights Fixed Object Tree or Stump (stationary) Going Straight Ahead East West Under Influence of Alcohol Daylight Fixed Object Street Light Pole or Base Going Straight Ahead South North Unknown Distraction Daylight Fixed Object Roadway Ditch Negotiating a Curve North South Under Influence of Alcohol Daylight Angle Entering at angle Making Left Turn Going Straight Ahead Southeast Southwest Southwest Northeast Did Not Grant RW to Vehicle None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped for Traffic North South North Vehicle Stopped Other Contributing Circ Not Listed None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped at Signal or Stop Sign Northwest Southeast Vehicle Stopped Vehicle Stopped Other Distractions None Daylight Angle Entering at angle Making Left Turn Going Straight Ahead West North North South Did Not Grant RW to Vehicle None Daylight Turning Traffic Island Making Left Turn North East None Daylight Turning From opposite direction ‐ one left turn ‐ one straight Making Left Turn Going Straight Ahead North East South North Did Not Grant RW to Vehicle None Dark‐Street Lights On Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped at Signal or Stop Sign North South North Vehicle Stopped Other Distractions None Dark‐Street Lights On Side Swipe From same direction ‐ both going straight ‐ both moving ‐ sideswipe Negotiating a Curve Negotiating a Curve West North South North Improper Turn/Merge None Daylight Angle Entering at angle Making Right Turn Going Straight Ahead South Southeast South South Improper Turn/Merge Other Distractions None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped for Traffic North North North Vehicle Stopped Follow Too Closely None Dusk Fixed Object Tree or Stump (stationary) Negotiating a Curve South North None Dark‐Street Lights On Fixed Object Metal Sign Post Other* South Northwest Under Influence of Alcohol Daylight Angle Entering at angle Merging (Entering Traffic) Going Straight Ahead North Southwest North Southwest Did Not Grant RW to Vehicle None Dark‐Street Lights On Angle Entering at angle Going Straight Ahead Going Straight Ahead South North West East Did Not Grant RW to Vehicle None Dark‐Street Lights On Angle Entering at angle Going Straight Ahead Other* South North Northeast West Did Not Grant RW to Vehicle None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Starting in Traffic Lane Stopped at Signal or Stop Sign South North Vehicle Stopped Vehicle Stopped Other Distractions None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped for Traffic South North Vehicle Stopped Vehicle Stopped Unknown Distraction None Dark‐Street Lights On Rear End From same direction ‐ both going straight ‐ both moving ‐ rear‐end Going Straight Ahead Slowing South North South North Under Influence of Alcohol Follow Too Closely None Dark‐No Street Lights Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped for Traffic South North South Vehicle Stopped Follow Too Closely None Daylight Turning From same direction ‐ one left turn ‐ one straight Overtaking and Passing Making Left Turn East West East South Improper Passing Improper Turn/Merge Daylight Fixed Object Tree or Stump (stationary) Going Straight Ahead North South Other Contributing Circ Not Listed Daylight Angle Entering at angle Going Straight Ahead Going Straight Ahead East East South South Did Not Grant RW to Vehicle None Daylight Fixed Object Fire Hydrant Going Straight Ahead North South None Daylight Angle Entering at angle Starting in Traffic Lane Making Left Turn East West South East Did Not Grant RW to Vehicle None Dark‐Street Lights On Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Stopped in Roadway Going Straight Ahead Vehicle Stopped Vehicle Stopped North South None Follow Too Closely Dark‐Street Lights On Turning One parked‐‐one moving Making Left Turn Legally Parked, Unoccupied North East Exceeding Stated Speed Limit None Daylight Angle Entering at angle Making Left Turn Making Left Turn North East West North Did Not Grant RW to Vehicle None Daylight Fixed Object Retaining Wall (concrete, rock, brick, etc.) Making Left Turn West North Other Contributing Circ Not Listed Daylight Ped/Bike Pedalcyclist Strikes Moving Vehicle Stopped at Signal or Stop Sign Vehicle Stopped Vehicle Stopped None Daylight Turning From same direction ‐ all others Making U‐Turn Going Straight Ahead South South West West Improper U‐Turn Did Not Grant RW to Vehicle Unknown Distraction None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped in Roadway Northwest East Vehicle Stopped Vehicle Stopped Other Contributing Circ Not Listed Other Distractions None Dark‐Street Lights On Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped at Signal or Stop Sign Northwest Southeast Northwest Vehicle Stopped Under Influence of Alcohol None Daylight Turning From opposite direction ‐ both moving ‐ head‐on Negotiating a Curve Negotiating a Curve East West West East Unknown Distraction None Daylight Fixed Object Linear Curb Making Left Turn East South Exceeding Reas. Safe Speed Unknown Distraction Dark‐Street Lights On Angle Entering at angle Making Right Turn Stopped at Signal or Stop Sign West South Vehicle Stopped Vehicle Stopped Overcorrecting / Oversteering Failing to Signal None Dark‐Street Lights On Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped for Traffic Northwest Southeast Northwest Southeast Lost in Thought / Day Dreaming Follow Too Closely None Daylight Other Vehicle Strikes Deer Going Straight Ahead West East None Dark‐Street Lights On Other Vehicle Strikes Deer Going Straight Ahead West East None Daylight Angle Entering at angle Starting in Traffic Lane Going Straight Ahead Southwest Northeast Southeast Northwest Did Not Grant RW to Vehicle None Daylight Angle Entering at angle Going Straight Ahead Going Straight Ahead Southeast Northwest South North Did Not Grant R/W to Non Motorist None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped at Signal or Stop Sign West East Vehicle Stopped Vehicle Stopped Follow Too Closely None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped at Signal or Stop Sign West East Vehicle Stopped Vehicle Stopped Other Contributing Circ Not Listed None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped for Traffic East West Vehicle Stopped Vehicle Stopped Distractions Outside Vehicle Follow Too Closely None Dark‐Street Lights On Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped at Signal or Stop Sign West East Vehicle Stopped Vehicle Stopped Lost in Thought / Day Dreaming None Daylight Rear End From same direction ‐ both going straight ‐ one stopped ‐ rear‐end Going Straight Ahead Stopped at Signal or Stop Sign South North Vehicle Stopped Vehicle Stopped Unknown Distraction None Dark‐Street Lights On Turning From opposite direction ‐ one left turn ‐ one straight Making Left Turn Going Straight Ahead East South West East Did Not Grant RW to Vehicle None Daylight Side Swipe From same direction ‐ both going straight ‐ both moving ‐ sideswipe Changing Lanes Going Straight Ahead North South North South Did Not Grant RW to Vehicle None Dark‐Street Lights On Fixed Object Roadway Ditch Making U‐Turn North North Improper U‐Turn Daylight Fixed Object Tree or Stump (stationary) Making Left Turn West West None WSDOT - Transportation Data, GIS and Modeling Office Crash Data and Reporting Branch – KM 04/11/2025 2 of 3 Exhibit 7 SUB25-1008 MV DRIVER CONTRIBUTING CIRCUMSTANCE 2 (UNIT 2) MV DRIVER CONTRIBUTING CIRCUMSTANCE 3 (UNIT 2) BICYCLIST CONTRIBUTING CIRCUMSTANCE 1 (UNIT 1) BICYCLIST CONTRIBUTING CIRCUMSTANCE 2 (UNIT 1) BICYCLIST CONTRIBUTING CIRCUMSTANCE 3 (UNIT 1) BICYCLIST CONTRIBUTING CIRCUMSTANCE 1 (UNIT 2) BICYCLIST CONTRIBUTING CIRCUMSTANCE 2 (UNIT 2) BICYCLIST CONTRIBUTING CIRCUMSTANCE 3 (UNIT 2) PEDESTRIAN CONTRIBUTING CIRCUMSTANCE 1 (UNIT 2) PEDESTRIAN CONTRIBUTING CIRCUMSTANCE 2 (UNIT 2) PEDESTRIAN CONTRIBUTING CIRCUMSTANCE 3 (UNIT 2) FIRST IMPACT LOCATION (City, County & Misc Trafficways ‐ 2010 forward) WA STATE PLANE SOUTH ‐ X 2010 ‐ FORWARD WA STATE PLANE SOUTH ‐ Y 2010 ‐ FORWARD Lane of Primary Trafficway 1145581.94 119082.99 Improper Turn/Merge Lane of Primary Trafficway 1145581.94 119082.99 Intersecting Trafficway 1145581.94 119082.99 Lane of Primary Trafficway 1145581.94 119082.99 Past the Outside Shoulder of Primary Trafficway 1145581.94 119082.99 Lane of Primary Trafficway 1145581.94 119082.99 Lane of Primary Trafficway 1145581.94 119082.99 Past the Outside Shoulder of Primary Trafficway 1145581.94 119082.99 Past Right Shoulder Decreasing Milepost 1148293.99 119032.97 Lane 1 Increasing Milepost 1148221.08 119048 Lane 1 Increasing Milepost 1148221.08 119048 Lane 1 Increasing Milepost 1148224.12 119052.38 Past the Outside Shoulder of Primary Trafficway 1148121.6 119048.59 Past Right Shoulder Increasing Milepost 1149954.12 118188.89 Lane 1 Decreasing Milepost 1149912.91 118205.36 Past Right Shoulder Increasing Milepost 1149937.43 118192.81 Lane 1 Increasing Milepost 1149959.58 118188.16 Past Right Shoulder Increasing Milepost 1150015.76 118175.86 Past Right Shoulder Increasing Milepost 1153463.61 111686.8 Past Right Shoulder Decreasing Milepost 1153465.36 111687.85 Lane 1 Decreasing Milepost 1153463.61 111686.8 Past Right Shoulder Increasing Milepost 1153463.61 111686.8 Past Right Shoulder Decreasing Milepost 1153096.05 108634.08 Intersecting Road Decreasing Milepost 1153134.84 108693.07 Lane 1 Decreasing Milepost 1153135.32 108693.65 Lane 1 Increasing Milepost 1152149.21 107358.3 Intersecting Road Increasing Milepost 1152153.03 107393.23 Lane 1 Increasing Milepost 1152153.03 107393.23 Decreasing Other Location 1152219.53 107017.48 Lane 1 Decreasing Milepost 1152219.53 107017.48 Lane 1 Increasing Milepost 1152219.53 107017.48 Lane 1 Decreasing Milepost 1152480.74 104025.76 Lane 1 Increasing Milepost 1152377.01 103948.01 Lane 1 Decreasing Milepost 1152423.25 103881.17 Past Right Shoulder Decreasing Milepost 1152504.41 103935.94 Decreasing Other Location 1152437.15 104024.8 Lane 1 Increasing Milepost 1152387.86 103953.1 Lane 2 Increasing Milepost 1152447.23 103890.01 Lane 2 Decreasing Milepost 1152470.14 103890.13 Lane 1 Decreasing Milepost 1152299.04 104426.41 Lane 1 Decreasing Milepost 1152315.28 104189.31 Lane 1 Decreasing Milepost 1152296.84 104457.07 Lane 1 Decreasing Milepost 1152365.44 104285.2 Failing to Signal Lane of Primary Trafficway 1152636.1 99721.52 Past Right Shoulder Decreasing Milepost 1152594.07 99832.65 Lane 1 Increasing Milepost 1152593.79 99723.39 Past Right Shoulder Increasing Milepost 1152587.2 99453.43 Lane 1 Decreasing Milepost 1152590.11 99454.29 Lane 1 Increasing Milepost 1152590.11 99454.29 Past Right Shoulder Increasing Milepost 1152590.11 99454.29 Lane of Primary Trafficway 1151945.25 97940.01 Past the Outside Shoulder of Primary Trafficway 1151945.25 97940.01 Physically Impaired Lane of Primary Trafficway 1151945.25 97940.01 Lane of Primary Trafficway 1151945.25 97940.01 Lane of Primary Trafficway 1151945.25 97940.01 Lane of Primary Trafficway 1151945.25 97940.01 Lane of Primary Trafficway 1150393.61 105566.36 Intersecting Trafficway 1150456.09 105487.5 Intersecting Trafficway 1146760.44 108137.26 Lane of Primary Trafficway 1146646.89 108248.79 Lane of Primary Trafficway 1145368.64 109020.49 Lane of Primary Trafficway 1145320.74 109050.07 Lane of Primary Trafficway 1145224.41 109111.55 Lane of Primary Trafficway 1142143.4 111229.4 Lane of Primary Trafficway 1142143.4 111229.4 Lane of Primary Trafficway 1142143.4 111229.4 Lane of Primary Trafficway 1142249.84 111201.87 Lane of Primary Trafficway 1142143.4 111229.4 Lane of Primary Trafficway 1142143.4 111229.4 Lane of Primary Trafficway 1142143.4 111229.4 Lane of Primary Trafficway 1142143.4 111229.4 Past the Outside Sho 1158578.06 104745.56 Past the Outside Sho 1158578.21 104746.99 WSDOT - Transportation Data, GIS and Modeling Office Crash Data and Reporting Branch – KM 04/11/2025 3 of 3 Exhibit 7 SUB25-1008 Appendix C: Traffic Count Data Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 232nd Ave -- NE 28th St QC JOB #: QC JOB #: 16977001 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 9 6 5 3 1 299 2 2 265 110 0.720.72 213 215 103 50 140 81 2 29 156 112 Peak-Hour: 7:25 AM -- 8:25 AMPeak-Hour: 7:25 AM -- 8:25 AM Peak 15-Min: 7:50 AM -- 8:05 AMPeak 15-Min: 7:50 AM -- 8:05 AM 11.1 0 20 0 0 7 0 0 7.5 6.4 7 8.8 11.7 10 9.3 6.2 0 20.7 10.9 9.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 232nd Ave NE 232nd Ave (Northbound)(Northbound) NE 232nd Ave NE 232nd Ave (Southbound)(Southbound) NE 28th StNE 28th St (Eastbound)(Eastbound) NE 28th StNE 28th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 5 0 0 0 0 0 0 0 0 0 0 3 4 0 0 2 15 0 0 0 29 7:05 AM 9 0 0 0 0 0 0 0 0 0 0 10 6 0 0 2 17 0 0 0 44 7:10 AM 3 0 0 0 0 0 0 0 0 0 0 10 1 0 0 0 18 0 0 0 32 7:15 AM 2 0 0 0 0 1 0 0 0 0 0 8 2 0 0 3 19 0 0 0 35 7:20 AM 2 0 0 0 0 0 0 0 0 0 0 8 6 0 0 1 12 0 0 0 29 7:25 AM 3 0 0 0 0 0 0 2 0 0 0 10 4 0 0 2 20 0 0 0 41 7:30 AM 2 0 0 0 0 0 0 0 0 0 0 6 3 0 0 1 28 0 0 0 40 7:35 AM 1 0 0 0 0 0 0 0 0 0 0 3 7 0 0 2 27 0 0 0 40 7:40 AM 4 0 0 0 0 0 0 1 0 0 0 5 14 0 0 8 14 0 0 0 46 7:45 AM 9 0 4 0 0 1 0 0 0 0 0 14 10 0 0 14 10 0 0 0 62 7:50 AM 7 0 6 0 0 0 1 0 0 0 0 12 16 0 0 12 16 0 0 0 70 7:55 AM 11 0 6 0 0 0 2 0 0 0 0 14 11 0 0 6 15 0 0 0 65 533 8:00 AM 14 1 6 0 0 0 0 0 0 0 0 14 15 0 0 3 21 0 0 0 74 578 8:05 AM 11 0 5 0 0 0 0 1 0 0 0 11 9 0 0 0 16 1 0 0 54 588 8:10 AM 6 0 1 0 0 0 0 0 0 0 0 9 7 0 0 0 16 1 0 0 40 596 8:15 AM 7 0 1 0 0 0 0 0 0 0 1 4 4 0 0 1 17 0 0 0 35 596 8:20 AM 6 1 0 0 0 0 0 1 0 0 1 8 3 0 0 1 13 0 0 0 34 601 8:25 AM 2 0 4 0 0 1 0 1 0 0 0 6 4 0 0 0 17 0 0 0 35 595 8:30 AM 1 0 1 0 0 0 0 0 0 0 0 13 8 0 0 0 17 0 0 0 40 595 8:35 AM 6 0 1 0 0 0 0 0 0 0 1 5 6 0 0 0 14 0 0 0 33 588 8:40 AM 6 0 1 0 0 0 0 1 0 0 0 7 2 0 0 0 19 0 0 0 36 578 8:45 AM 1 0 1 0 0 0 0 2 0 0 0 8 10 0 0 1 14 0 0 0 37 553 8:50 AM 2 0 1 0 0 0 0 1 0 0 0 12 5 0 0 1 27 0 0 0 49 532 8:55 AM 2 0 3 0 0 0 0 0 0 0 2 14 7 0 0 0 16 0 0 0 44 511 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 128 4 72 0 0 0 12 0 0 0 0 160 168 0 0 84 208 0 0 0 836 Heavy Trucks 8 0 12 0 0 0 0 12 16 0 8 0 56 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 232nd Ave -- NE 28th St QC JOB #: QC JOB #: 16977002 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 5 5 3 1 1 220 5 0 163 302 0.940.94 157 380 73 6 309 60 0 6 80 66 Peak-Hour: 4:35 PM -- 5:35 PMPeak-Hour: 4:35 PM -- 5:35 PM Peak 15-Min: 5:05 PM -- 5:20 PMPeak 15-Min: 5:05 PM -- 5:20 PM 20 0 0 0 100 3.2 0 0 3.1 1.3 3.2 1.1 0 0 1.6 3.3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 232nd Ave NE 232nd Ave (Northbound)(Northbound) NE 232nd Ave NE 232nd Ave (Southbound)(Southbound) NE 28th StNE 28th St (Eastbound)(Eastbound) NE 28th StNE 28th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 5 0 1 0 0 0 0 0 0 0 1 34 6 0 0 1 15 0 0 0 63 4:05 PM 2 0 2 0 0 0 0 0 0 0 0 23 7 0 0 0 18 0 0 0 52 4:10 PM 7 0 1 0 0 0 0 0 0 0 0 27 6 0 0 0 20 0 0 0 61 4:15 PM 4 0 0 0 0 0 0 0 0 0 1 11 4 0 0 2 16 0 0 0 38 4:20 PM 7 0 0 0 0 0 0 0 0 0 0 13 4 0 0 1 18 1 0 0 44 4:25 PM 2 0 1 0 0 0 0 0 0 0 0 25 7 0 0 0 11 0 0 0 46 4:30 PM 2 0 1 0 0 0 0 0 0 0 0 21 8 0 0 0 17 0 0 0 49 4:35 PM 5 0 1 0 0 0 0 0 0 0 0 34 4 0 0 1 14 0 0 0 59 4:40 PM 9 0 1 0 0 0 1 2 0 0 1 25 3 0 0 1 20 0 0 0 63 4:45 PM 3 0 0 0 0 0 0 0 0 0 0 16 7 0 0 1 11 0 0 0 38 4:50 PM 10 0 0 0 0 0 0 1 0 0 2 19 5 0 0 0 15 0 0 0 52 4:55 PM 2 0 1 0 0 0 0 0 0 0 0 25 7 0 0 1 11 0 0 0 47 612 5:00 PM 2 0 0 0 0 1 0 0 0 0 0 19 2 0 0 0 10 0 0 0 34 583 5:05 PM 4 0 1 0 0 0 0 0 0 0 1 27 11 0 0 0 9 0 0 0 53 584 5:10 PM 2 0 0 0 0 0 0 0 0 0 0 29 7 0 0 0 16 0 0 0 54 577 5:15 PM 12 0 0 0 0 0 0 0 0 0 0 22 7 0 0 1 15 0 0 0 57 596 5:20 PM 2 0 0 0 0 0 0 0 0 0 0 33 7 0 0 0 10 0 0 0 52 604 5:25 PM 5 0 2 0 0 0 0 0 0 0 0 27 5 0 0 0 15 0 0 0 54 612 5:30 PM 4 0 0 0 0 0 0 0 0 0 1 26 8 0 0 1 11 0 0 0 51 614 5:35 PM 4 0 1 0 0 0 0 0 0 0 1 18 7 0 0 0 11 0 0 0 42 597 5:40 PM 9 0 0 0 0 0 0 0 0 0 1 29 10 0 0 1 11 0 0 0 61 595 5:45 PM 4 0 1 0 0 0 0 0 0 0 0 16 3 0 0 0 17 0 0 0 41 598 5:50 PM 5 0 1 0 0 0 0 0 0 0 0 22 3 0 0 1 15 0 0 0 47 593 5:55 PM 6 0 0 0 0 0 0 0 0 0 0 22 4 0 0 0 16 0 0 0 48 594 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 72 0 4 0 0 0 0 0 0 0 4 312 100 0 0 4 160 0 0 0 656 Heavy Trucks 4 0 0 0 0 0 0 0 0 0 0 0 4 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 242nd Ave (SR 500) -- NE 28th St QC JOB #: QC JOB #: 16977003 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 163 101 74 0 89 265 15 86 277 127 0.850.85 191 142 0 0 216 0 0 0 0 0 Peak-Hour: 7:10 AM -- 8:10 AMPeak-Hour: 7:10 AM -- 8:10 AM Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM 4.9 6.9 5.4 0 4.5 6 13.3 5.8 6.1 8.7 6.3 9.2 0 0 6.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 242nd Ave (SR 500)NE 242nd Ave (SR 500) (Northbound)(Northbound) NE 242nd Ave (SR 500)NE 242nd Ave (SR 500) (Southbound)(Southbound) NE 28th StNE 28th St (Eastbound)(Eastbound) NE 28th StNE 28th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 0 0 0 0 1 0 7 0 0 0 4 0 0 0 0 10 11 0 0 33 7:05 AM 0 0 0 0 0 3 0 6 0 0 0 9 0 0 0 0 14 8 0 0 40 7:10 AM 0 0 0 0 0 4 0 7 0 0 0 6 0 0 0 0 16 10 0 0 43 7:15 AM 0 0 0 0 0 7 0 2 0 0 0 11 0 0 0 0 17 7 0 0 44 7:20 AM 0 0 0 0 0 6 0 4 0 0 1 9 0 0 0 0 11 8 0 0 39 7:25 AM 0 0 0 0 0 3 0 4 0 0 0 7 0 0 0 0 18 12 0 0 44 7:30 AM 0 0 0 0 0 6 0 10 0 0 0 9 0 0 0 0 14 11 0 0 50 7:35 AM 0 0 0 0 0 9 0 7 0 0 0 3 0 0 0 0 24 9 0 0 52 7:40 AM 0 0 0 0 0 7 0 11 0 0 1 4 0 0 0 0 9 2 0 0 34 7:45 AM 0 0 0 0 0 12 0 8 0 0 2 14 0 0 0 0 16 7 0 0 59 7:50 AM 0 0 0 0 0 6 0 7 0 0 3 15 0 0 0 0 20 3 0 0 54 7:55 AM 0 0 0 0 0 11 0 6 0 0 4 16 0 0 0 0 16 5 0 0 58 550 8:00 AM 0 0 0 0 0 5 0 4 0 0 3 17 0 0 0 0 15 7 0 0 51 568 8:05 AM 0 0 0 0 0 13 0 4 0 0 1 16 0 0 0 0 15 5 0 0 54 582 8:10 AM 0 0 0 0 0 2 0 3 0 0 2 6 0 0 0 0 14 6 0 0 33 572 8:15 AM 0 0 0 0 0 6 1 3 0 0 0 7 0 0 0 0 13 7 0 0 37 565 8:20 AM 0 0 0 0 0 14 0 5 0 0 2 7 0 0 0 0 11 5 0 0 44 570 8:25 AM 0 0 0 0 0 7 0 4 0 0 2 7 0 0 0 0 15 5 0 0 40 566 8:30 AM 0 0 0 0 0 11 0 4 0 0 2 14 0 0 0 0 11 13 0 0 55 571 8:35 AM 0 0 0 0 0 11 0 5 0 0 1 4 0 0 0 0 11 7 0 0 39 558 8:40 AM 0 0 0 0 0 11 0 4 0 0 0 6 0 0 0 0 15 7 0 0 43 567 8:45 AM 0 0 0 0 0 8 0 1 0 0 1 9 0 0 0 0 13 16 0 0 48 556 8:50 AM 0 0 0 0 0 12 1 6 0 0 4 12 0 0 0 0 22 9 0 0 66 568 8:55 AM 0 0 0 0 0 6 0 4 0 0 1 13 0 0 0 0 12 5 0 0 41 551 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 116 0 84 0 0 36 180 0 0 0 0 208 60 0 0 684 Heavy Trucks 0 0 0 0 0 0 4 24 0 0 0 8 36 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 242nd Ave (SR 500) -- NE 28th St QC JOB #: QC JOB #: 16977004 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 168 175 40 0 128 165 74 101 226 231 0.900.90 125 305 0 0 359 0 0 0 0 0 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM 2.4 4.6 0 0 3.1 1.8 2.7 5.9 4 0.9 2.4 1.3 0 0 1.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 242nd Ave (SR 500)NE 242nd Ave (SR 500) (Northbound)(Northbound) NE 242nd Ave (SR 500)NE 242nd Ave (SR 500) (Southbound)(Southbound) NE 28th StNE 28th St (Eastbound)(Eastbound) NE 28th StNE 28th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 1 0 0 0 0 15 0 3 0 0 5 18 0 0 0 0 9 6 0 0 57 4:05 PM 0 0 0 0 0 12 0 3 0 0 7 28 0 0 0 0 16 9 0 0 75 4:10 PM 0 0 0 0 0 5 0 2 0 0 9 21 0 0 0 0 17 11 0 0 65 4:15 PM 0 0 0 0 0 11 0 5 0 0 3 8 0 0 0 0 13 8 0 0 48 4:20 PM 0 0 0 0 0 5 0 1 0 0 3 10 0 0 0 0 17 10 0 0 46 4:25 PM 0 0 0 0 0 10 0 4 0 0 3 24 0 0 0 0 9 9 0 0 59 4:30 PM 0 0 0 0 0 10 0 2 0 0 3 15 0 0 0 0 15 10 0 0 55 4:35 PM 0 0 0 0 0 9 0 0 0 0 8 22 0 0 0 0 14 9 0 0 62 4:40 PM 0 0 0 0 0 12 0 8 0 0 11 19 0 0 0 0 10 13 0 0 73 4:45 PM 0 0 0 0 0 14 0 8 0 0 7 14 0 0 0 0 7 6 0 0 56 4:50 PM 0 0 0 0 0 12 0 3 0 0 4 13 0 0 0 0 11 3 0 0 46 4:55 PM 0 0 0 0 0 5 0 5 0 0 4 21 0 0 0 0 6 6 0 0 47 689 5:00 PM 0 0 0 0 0 14 0 1 0 0 5 17 0 0 0 0 10 10 0 0 57 689 5:05 PM 0 0 0 0 0 11 0 0 0 0 7 16 0 0 0 0 8 8 0 0 50 664 5:10 PM 0 0 0 0 0 6 0 3 0 0 8 21 0 0 0 0 11 9 0 0 58 657 5:15 PM 0 0 0 0 0 9 0 4 0 0 3 24 0 0 0 0 13 13 0 0 66 675 5:20 PM 0 0 0 0 0 16 0 2 0 0 7 23 0 0 0 0 10 5 0 0 63 692 5:25 PM 0 0 0 0 0 10 0 4 0 0 7 26 0 0 0 0 10 9 0 0 66 699 5:30 PM 0 0 0 0 0 9 0 2 0 0 5 16 0 0 0 0 8 10 0 0 50 694 5:35 PM 0 0 0 0 0 10 0 2 0 0 2 18 0 0 0 0 9 11 0 0 52 684 5:40 PM 0 0 0 0 0 2 0 4 0 0 6 20 0 0 0 0 8 6 0 0 46 657 5:45 PM 0 0 0 0 0 9 0 5 0 0 5 15 0 0 0 0 13 4 0 0 51 652 5:50 PM 0 0 0 0 0 10 0 4 0 0 5 17 0 0 0 0 13 10 0 0 59 665 5:55 PM 0 0 0 0 0 6 0 1 0 0 8 15 0 0 0 0 15 4 0 0 49 667 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 140 0 40 0 0 68 292 0 0 0 0 132 108 0 0 780 Heavy Trucks 0 0 0 4 0 0 0 8 0 0 0 0 12 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 249th Ave -- NE 25th St (SR 500)QC JOB #: QC JOB #: 16977005 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 0 0 0 0 0 260 0 0 233 203 0.910.91 231 227 24 2 203 29 0 0 26 29 Peak-Hour: 7:55 AM -- 8:55 AMPeak-Hour: 7:55 AM -- 8:55 AM Peak 15-Min: 8:40 AM -- 8:55 AMPeak 15-Min: 8:40 AM -- 8:55 AM 0 0 0 0 0 5.8 0 0 6.4 10.3 5.6 9.7 4.2 100 10.3 6.9 0 0 11.5 6.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 249th Ave NE 249th Ave (Northbound)(Northbound) NE 249th Ave NE 249th Ave (Southbound)(Southbound) NE 25th St (SR 500)NE 25th St (SR 500) (Eastbound)(Eastbound) NE 25th St (SR 500)NE 25th St (SR 500) (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 2 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 20 0 0 0 27 7:05 AM 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 21 0 0 0 32 7:10 AM 1 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 26 0 0 0 38 7:15 AM 2 0 1 0 0 0 0 0 0 0 0 13 3 0 0 0 18 0 0 0 37 7:20 AM 1 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 18 0 0 0 35 7:25 AM 2 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 28 0 0 0 40 7:30 AM 3 0 0 0 0 0 0 0 0 0 0 11 3 0 0 0 23 0 0 0 40 7:35 AM 3 0 0 0 0 0 0 0 0 0 0 12 2 0 0 0 30 0 0 0 47 7:40 AM 1 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 9 0 0 0 18 7:45 AM 3 0 0 0 0 0 0 0 0 0 0 20 2 0 0 0 19 0 0 0 44 7:50 AM 1 0 0 0 0 0 0 0 0 0 0 23 2 0 0 0 22 0 0 0 48 7:55 AM 1 0 0 0 0 0 0 0 0 0 0 17 1 0 0 0 21 0 0 0 40 446 8:00 AM 3 0 0 0 0 0 0 0 0 0 0 21 3 0 0 1 18 0 0 0 46 465 8:05 AM 2 0 0 0 0 0 0 0 0 0 0 22 3 0 0 0 18 0 0 0 45 478 8:10 AM 0 0 0 0 0 0 0 0 0 0 0 14 0 0 0 1 21 0 0 0 36 476 8:15 AM 2 0 0 0 0 0 0 0 0 0 0 9 2 0 0 0 18 0 0 0 31 470 8:20 AM 1 0 0 0 0 0 0 0 0 0 0 14 4 0 0 0 15 0 0 0 34 469 8:25 AM 3 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 15 0 0 0 33 462 8:30 AM 3 0 0 0 0 0 0 0 0 0 0 26 4 0 0 0 21 0 0 0 54 476 8:35 AM 6 0 0 0 0 0 0 0 0 0 0 14 1 0 0 0 14 0 0 0 35 464 8:40 AM 4 0 0 0 0 0 0 0 0 0 0 12 3 0 0 0 17 0 0 0 36 482 8:45 AM 1 0 0 0 0 0 0 0 0 0 0 17 1 0 0 0 28 0 0 0 47 485 8:50 AM 3 0 0 0 0 0 0 0 0 0 0 22 2 0 0 0 25 0 0 0 52 489 8:55 AM 1 0 0 0 0 0 0 0 0 0 0 11 4 0 0 0 15 0 0 0 31 480 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 32 0 0 0 0 0 0 0 0 0 0 204 24 0 0 0 280 0 0 0 540 Heavy Trucks 0 0 0 0 0 0 0 24 0 0 8 0 32 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 249th Ave -- NE 25th St (SR 500)QC JOB #: QC JOB #: 16977006 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 0 0 0 0 0 226 0 0 213 341 0.880.88 211 370 29 2 345 15 0 4 31 19 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM 0 0 0 0 0 4 0 0 4.2 1.5 3.8 1.6 3.4 50 1.4 6.7 0 0 6.5 5.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 249th Ave NE 249th Ave (Northbound)(Northbound) NE 249th Ave NE 249th Ave (Southbound)(Southbound) NE 25th St (SR 500)NE 25th St (SR 500) (Eastbound)(Eastbound) NE 25th St (SR 500)NE 25th St (SR 500) (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 2 0 0 0 0 0 0 0 0 0 0 30 3 0 0 0 12 0 0 0 47 4:05 PM 1 0 0 0 0 0 0 0 0 0 0 40 3 0 0 1 23 0 0 0 68 4:10 PM 1 0 1 0 0 0 0 0 0 0 0 21 1 0 0 1 28 0 0 0 53 4:15 PM 1 0 1 0 0 0 0 0 0 0 0 20 3 0 0 0 19 0 0 0 44 4:20 PM 3 0 0 0 0 0 0 0 0 0 0 15 1 0 0 0 26 0 0 0 45 4:25 PM 0 0 0 0 0 0 0 0 0 0 0 22 1 0 0 1 18 0 0 0 42 4:30 PM 1 0 1 0 0 0 0 0 0 0 0 34 2 0 0 1 23 0 0 0 62 4:35 PM 2 0 0 0 0 0 0 0 0 0 0 23 6 0 0 0 20 0 0 0 51 4:40 PM 4 0 0 0 0 0 0 0 0 0 0 27 3 0 0 1 21 0 0 0 56 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 21 5 0 0 0 11 0 0 0 37 4:50 PM 1 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 13 0 0 0 38 4:55 PM 0 0 0 0 0 0 0 0 0 0 0 28 4 0 0 0 13 0 0 0 45 588 5:00 PM 0 0 1 0 0 0 0 0 0 0 0 29 0 0 0 0 18 0 0 0 48 589 5:05 PM 1 0 0 0 0 0 0 0 0 0 0 23 2 0 0 0 14 0 0 0 40 561 5:10 PM 2 0 0 0 0 0 0 0 0 0 0 28 3 0 0 0 20 0 0 0 53 561 5:15 PM 2 0 1 0 0 0 0 0 0 0 0 31 2 0 0 0 24 0 0 0 60 577 5:20 PM 2 0 0 0 0 0 0 0 0 0 0 34 0 0 0 0 14 0 0 0 50 582 5:25 PM 0 0 1 0 0 0 0 0 0 0 0 39 2 0 0 0 20 0 0 0 62 602 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 16 0 0 0 44 584 5:35 PM 0 0 0 0 0 0 0 0 0 0 0 18 5 0 0 0 20 0 0 0 43 576 5:40 PM 2 0 0 0 0 0 0 0 0 0 0 18 4 0 0 0 13 0 0 0 37 557 5:45 PM 1 0 0 0 0 0 0 0 0 0 0 23 2 0 0 0 16 0 0 0 42 562 5:50 PM 1 0 0 0 0 0 0 0 0 0 0 22 2 0 0 0 21 0 0 0 46 570 5:55 PM 2 0 0 0 0 0 0 0 0 0 0 24 3 0 0 0 17 0 0 0 46 571 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 16 0 8 0 0 0 0 0 0 0 0 416 16 0 0 0 232 0 0 0 688 Heavy Trucks 0 0 0 0 0 0 0 8 0 0 4 0 12 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 249th Ave -- NE 14th St QC JOB #: QC JOB #: 16977007 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 27 22 3 0 24 4 11 11 12 5 0.690.69 1 16 0 0 29 0 0 0 0 0 Peak-Hour: 8:00 AM -- 9:00 AMPeak-Hour: 8:00 AM -- 9:00 AM Peak 15-Min: 8:20 AM -- 8:35 AMPeak 15-Min: 8:20 AM -- 8:35 AM 11.1 4.5 33.3 0 8.3 25 9.1 0 0 0 0 6.3 0 0 6.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 249th Ave NE 249th Ave (Northbound)(Northbound) NE 249th Ave NE 249th Ave (Southbound)(Southbound) NE 14th StNE 14th St (Eastbound)(Eastbound) NE 14th StNE 14th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 7:05 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 7:10 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 1 0 2 0 0 1 0 0 0 0 0 0 1 0 0 5 7:20 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 2 7:25 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 2 0 0 4 7:30 AM 0 0 0 0 0 1 0 1 0 0 2 0 0 0 0 0 0 1 0 0 5 7:35 AM 0 0 0 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 0 0 3 7:40 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 0 0 0 3 7:45 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 3 0 0 5 7:50 AM 0 0 0 0 0 3 0 0 0 0 0 2 0 0 0 0 0 0 0 0 5 7:55 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 36 8:00 AM 0 0 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 1 0 0 4 38 8:05 AM 0 0 0 0 0 1 0 0 0 0 1 1 0 0 0 0 0 0 0 0 3 40 8:10 AM 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2 42 8:15 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 39 8:20 AM 0 0 0 0 0 5 0 0 0 0 0 2 0 0 0 0 0 2 0 0 9 46 8:25 AM 0 0 0 0 0 1 0 0 0 0 3 1 0 0 0 0 0 0 0 0 5 47 8:30 AM 0 0 0 0 0 3 0 1 0 0 1 1 0 0 0 0 0 0 0 0 6 48 8:35 AM 0 0 0 0 0 2 0 0 0 0 3 0 0 0 0 0 0 1 0 0 6 51 8:40 AM 0 0 0 0 0 3 0 0 0 0 1 0 0 0 0 0 0 2 0 0 6 54 8:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 51 8:50 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 0 0 4 50 8:55 AM 0 0 0 0 0 2 0 1 0 0 1 0 0 0 0 0 1 1 0 0 6 55 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 36 0 4 0 0 16 16 0 0 0 0 0 8 0 0 80 Heavy Trucks 0 0 0 4 0 0 0 0 0 0 0 0 4 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Only EB has a stop sign for this location, EB/WB stop sign shown due to technical limitations Report generated on 4/16/2025 4:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 249th Ave -- NE 14th St QC JOB #: QC JOB #: 16977008 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 29 19 12 0 17 19 5 14 21 5 0.680.68 7 10 0 0 22 0 0 0 0 0 Peak-Hour: 4:15 PM -- 5:15 PMPeak-Hour: 4:15 PM -- 5:15 PM Peak 15-Min: 4:35 PM -- 4:50 PMPeak 15-Min: 4:35 PM -- 4:50 PM 3.4 5.3 8.3 0 0 5.3 20 0 0 0 0 10 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 249th Ave NE 249th Ave (Northbound)(Northbound) NE 249th Ave NE 249th Ave (Southbound)(Southbound) NE 14th StNE 14th St (Eastbound)(Eastbound) NE 14th StNE 14th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 1 0 0 4 4:05 PM 0 0 0 0 0 2 0 1 0 0 1 0 0 0 0 0 0 0 0 0 4 4:10 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 4:15 PM 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 0 0 6 0 0 9 4:20 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:25 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 4:30 PM 0 0 0 0 0 2 0 2 0 0 1 0 0 0 0 0 0 0 0 0 5 4:35 PM 0 0 0 0 0 3 0 2 0 0 2 0 0 0 0 0 0 2 0 0 9 4:40 PM 0 0 0 0 0 0 0 3 0 0 0 2 0 0 0 0 0 1 0 0 6 4:45 PM 0 0 0 0 0 3 0 1 0 0 0 0 0 0 0 0 2 1 0 0 7 4:50 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 4:55 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 1 0 0 5 54 5:00 PM 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 2 1 0 0 5 55 5:05 PM 0 0 0 0 0 3 0 0 0 0 1 0 0 0 0 0 1 0 0 0 5 56 5:10 PM 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 1 2 0 0 6 60 5:15 PM 0 0 0 0 0 1 0 0 0 0 3 0 0 0 0 0 0 1 0 0 5 56 5:20 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 58 5:25 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 57 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 2 54 5:35 PM 0 0 0 0 0 3 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4 49 5:40 PM 0 0 0 0 0 4 0 1 0 0 1 0 0 0 0 0 0 1 0 0 7 50 5:45 PM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 4 47 5:50 PM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 2 0 0 5 51 5:55 PM 0 0 0 0 0 1 0 1 0 0 1 0 0 0 0 0 0 2 0 0 5 51 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 24 0 24 0 0 8 8 0 0 0 0 8 16 0 0 88 Heavy Trucks 0 0 0 0 0 0 4 0 0 0 0 0 4 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Only EB has a stop sign for this location, EB/WB stop sign shown due to technical limitations Report generated on 4/16/2025 4:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 257th Ave -- NE 3rd St QC JOB #: QC JOB #: 16977009 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 34 8 1 0 33 6 0 8 13 3 0.740.74 5 3 0 0 36 0 0 0 0 0 Peak-Hour: 7:45 AM -- 8:45 AMPeak-Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 8:10 AM -- 8:25 AMPeak 15-Min: 8:10 AM -- 8:25 AM 8.8 0 0 0 9.1 33.3 0 0 15.4 100 40 100 0 0 16.7 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 257th Ave NE 257th Ave (Northbound)(Northbound) NE 257th Ave NE 257th Ave (Southbound)(Southbound) NE 3rd StNE 3rd St (Eastbound)(Eastbound) NE 3rd StNE 3rd St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7:05 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 3 7:10 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 3 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 7:20 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 7:25 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 7:30 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 3 7:35 AM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 1 0 0 4 7:40 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 7:45 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 0 3 7:50 AM 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 2 0 0 0 6 7:55 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 30 8:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 0 0 3 32 8:05 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 31 8:10 AM 0 0 0 0 0 3 0 1 0 0 0 1 0 0 0 0 0 0 0 0 5 33 8:15 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 0 3 35 8:20 AM 0 0 0 0 0 5 0 0 0 0 0 2 0 0 0 0 1 1 0 0 9 42 8:25 AM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 1 0 0 0 4 44 8:30 AM 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 45 8:35 AM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 3 0 0 6 47 8:40 AM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 1 0 0 4 50 8:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 48 8:50 AM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 1 0 0 0 4 46 8:55 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2 0 0 4 49 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 40 0 4 0 0 0 12 0 0 0 0 4 8 0 0 68 Heavy Trucks 0 0 0 4 0 0 0 12 0 0 0 0 16 Buses Pedestrians 0 0 8 0 8 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Only EB has a stop sign for this location, EB/WB stop sign shown due to technical limitations Report generated on 4/16/2025 4:14 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE 257th Ave -- NE 3rd St QC JOB #: QC JOB #: 16977010 CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Tue, Apr 8 2025 17 22 0 0 17 0 1 21 21 0 0.650.65 0 1 0 0 17 0 0 0 0 0 Peak-Hour: 4:15 PM -- 5:15 PMPeak-Hour: 4:15 PM -- 5:15 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE 257th Ave NE 257th Ave (Northbound)(Northbound) NE 257th Ave NE 257th Ave (Southbound)(Southbound) NE 3rd StNE 3rd St (Eastbound)(Eastbound) NE 3rd StNE 3rd St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0 4 4:05 PM 0 0 0 0 0 3 0 0 0 0 0 1 0 0 0 0 0 0 0 0 4 4:10 PM 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 1 0 0 4 4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 4 0 0 5 4:20 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 4:25 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:35 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 2 4:40 PM 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 3 0 0 7 4:45 PM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 4:50 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 4:55 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 4 36 5:00 PM 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 1 0 0 5 37 5:05 PM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 2 0 0 5 38 5:10 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 4 0 0 5 39 5:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 35 5:20 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 35 5:25 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 36 5:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 38 5:35 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 38 5:40 PM 0 0 0 0 0 2 0 0 0 0 0 1 0 0 0 0 0 1 0 0 4 35 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 34 5:50 PM 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 3 0 0 5 38 5:55 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 35 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 0 0 28 0 0 60 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Only EB has a stop sign for this location, EB/WB stop sign shown due to technical limitations Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 3rd St QC JOB #: QC JOB #: 16977011 CITY/STATE: CITY/STATE: Clark, WA DATE: DATE: Tue, Apr 8 2025 0 0 0 0 0 12 0 0 301 5 0.910.91 3 38 33 298 148 9 0 142 330 151 Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 8:00 AM -- 8:15 AMPeak 15-Min: 8:00 AM -- 8:15 AM 0 0 0 0 0 16.7 0 0 4 60 66.7 13.2 6.1 3.4 6.1 0 0 4.2 3.6 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 3rd StNE 3rd St (Eastbound)(Eastbound) NE 3rd StNE 3rd St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 0 3 0 0 0 0 0 0 0 0 0 1 0 0 9 0 0 0 0 13 7:05 AM 0 0 4 0 0 0 0 0 0 0 0 0 2 0 0 14 1 0 0 0 21 7:10 AM 1 0 1 0 0 0 0 0 0 0 0 1 3 0 0 13 0 0 0 0 19 7:15 AM 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 19 7:20 AM 1 0 6 0 0 0 0 0 0 0 0 0 1 0 0 7 0 0 0 0 15 7:25 AM 0 0 2 0 0 0 0 0 0 0 0 0 1 0 0 16 1 0 0 0 20 7:30 AM 1 0 7 0 0 0 0 0 0 0 0 0 1 0 0 15 0 0 0 0 24 7:35 AM 1 0 7 0 0 0 0 0 0 0 0 1 2 0 0 13 0 0 0 0 24 7:40 AM 1 0 6 0 0 0 0 0 0 0 0 0 2 0 0 13 0 0 0 0 22 7:45 AM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 21 1 0 0 0 26 7:50 AM 0 0 7 0 0 0 0 0 0 0 0 0 4 0 0 32 2 0 0 0 45 7:55 AM 0 0 8 0 0 0 0 0 0 0 0 0 2 0 0 16 0 0 0 0 26 274 8:00 AM 2 0 13 0 0 0 0 0 0 0 0 0 2 0 0 29 0 0 0 0 46 307 8:05 AM 0 0 17 0 0 0 0 0 0 0 0 0 2 0 0 25 0 0 0 0 44 330 8:10 AM 0 0 16 0 0 0 0 0 0 0 0 0 3 0 0 26 0 0 0 0 45 356 8:15 AM 0 0 14 0 0 0 0 0 0 0 0 1 2 0 0 24 1 0 1 0 43 380 8:20 AM 3 0 8 0 0 0 0 0 0 0 0 2 5 0 0 19 0 0 0 0 37 402 8:25 AM 0 0 9 0 0 0 0 0 0 0 0 0 3 0 0 31 0 0 0 0 43 425 8:30 AM 0 0 10 0 0 0 0 0 0 0 0 1 3 0 0 27 0 0 0 0 41 442 8:35 AM 3 0 8 0 0 0 0 0 0 0 0 0 3 0 0 34 0 0 0 0 48 466 8:40 AM 1 0 14 0 0 0 0 0 0 0 0 1 2 0 0 16 0 0 0 0 34 478 8:45 AM 0 0 18 0 0 0 0 0 0 0 0 0 2 0 0 18 0 0 0 0 38 490 8:50 AM 1 0 13 0 0 0 0 0 0 0 0 0 2 0 0 12 0 0 0 0 28 473 8:55 AM 2 0 19 0 0 0 0 0 0 0 0 0 1 0 0 10 1 0 0 0 33 480 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 8 0 184 0 0 0 0 0 0 0 0 0 28 0 0 320 0 0 0 0 540 Heavy Trucks 0 0 4 0 0 0 0 0 0 16 0 0 20 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Only EB has a stop sign for this location, EB/WB stop sign shown due to technical limitations Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 3rd St QC JOB #: QC JOB #: 16977012 CITY/STATE: CITY/STATE: Clark, WA DATE: DATE: Tue, Apr 8 2025 0 0 0 0 0 21 0 0 138 5 0.880.88 5 20 15 133 193 16 0 187 147 203 Peak-Hour: 4:55 PM -- 5:55 PMPeak-Hour: 4:55 PM -- 5:55 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 0 0 0 0 0 4.8 0 0 2.2 0 0 0 0 2.3 0.5 6.3 0 0.5 2 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 3rd StNE 3rd St (Eastbound)(Eastbound) NE 3rd StNE 3rd St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 5 0 15 0 0 0 0 0 0 0 0 0 2 0 0 9 0 0 0 0 31 4:05 PM 0 0 24 0 0 0 0 0 0 0 0 1 1 0 0 12 0 0 0 0 38 4:10 PM 3 0 15 0 0 0 0 0 0 0 0 2 4 0 0 13 0 0 0 0 37 4:15 PM 2 0 17 0 0 0 0 0 0 0 0 1 1 0 0 14 1 0 0 0 36 4:20 PM 1 0 11 0 0 0 0 0 0 0 0 0 1 0 0 7 1 0 0 0 21 4:25 PM 1 0 11 0 0 0 0 0 0 0 0 1 0 0 0 8 0 0 0 0 21 4:30 PM 0 0 19 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 25 4:35 PM 1 0 14 0 0 0 0 0 0 0 0 0 0 0 0 8 1 0 0 0 24 4:40 PM 3 0 9 0 0 0 0 0 0 0 0 3 1 0 0 13 0 0 0 0 29 4:45 PM 0 0 14 0 0 0 0 0 0 0 0 0 4 0 0 15 0 0 0 0 33 4:50 PM 0 0 13 0 0 0 0 0 0 0 0 0 3 0 0 13 0 0 0 0 29 4:55 PM 4 0 13 0 0 0 0 0 0 0 0 0 0 0 0 10 1 0 0 0 28 352 5:00 PM 0 0 17 0 0 0 0 0 0 0 0 1 5 0 0 8 0 0 1 0 32 353 5:05 PM 2 0 19 0 0 0 0 0 0 0 0 0 3 0 0 8 0 0 0 0 32 347 5:10 PM 4 0 21 0 0 0 0 0 0 0 0 1 0 0 0 12 0 0 0 0 38 348 5:15 PM 0 0 11 0 0 0 0 0 0 0 0 0 1 0 0 11 0 0 0 0 23 335 5:20 PM 1 0 16 0 0 0 0 0 0 0 0 0 1 0 0 9 0 0 0 0 27 341 5:25 PM 1 0 13 0 0 0 0 0 0 0 0 0 1 0 0 8 0 0 0 0 23 343 5:30 PM 1 0 11 0 0 0 0 0 0 0 0 0 1 0 0 13 1 0 0 0 27 345 5:35 PM 0 0 22 0 0 0 0 0 0 0 0 0 1 0 0 9 0 0 0 0 32 353 5:40 PM 2 0 11 0 0 0 0 0 0 0 0 1 2 0 0 9 0 0 0 0 25 349 5:45 PM 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 16 1 0 0 0 37 353 5:50 PM 1 0 13 0 0 0 0 0 0 0 0 2 0 0 0 19 2 0 0 0 37 361 5:55 PM 0 0 13 0 0 0 0 0 0 0 0 1 0 0 0 10 0 0 0 0 24 357 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 24 0 228 0 0 0 0 0 0 0 0 8 32 0 0 112 0 0 4 0 408 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Only EB has a stop sign for this location, EB/WB stop sign shown due to technical limitations Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE Everett Dr QC JOB #: QC JOB #: 16977016 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 394 216 0 281 113 0 0 32 103 0 0.810.81 0 0 0 71 263 0 184 150 352 334 Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 8:05 AM -- 8:20 AMPeak 15-Min: 8:05 AM -- 8:20 AM 2.3 2.8 0 2.8 0.9 0 0 3.1 7.8 0 0 0 0 9.9 1.9 0 2.7 2.7 4.3 2.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE Everett DrNE Everett Dr (Eastbound)(Eastbound) NE Everett DrNE Everett Dr (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 3 2 0 0 2 8 0 0 0 0 0 0 0 0 1 0 1 0 0 17 7:05 AM 0 8 5 0 0 1 12 0 0 0 0 0 0 0 0 2 0 1 0 0 29 7:10 AM 0 4 1 0 0 2 12 0 0 0 0 0 0 0 0 3 0 1 0 0 23 7:15 AM 0 7 2 0 0 4 10 0 0 0 0 0 0 0 0 1 0 0 0 0 24 7:20 AM 0 3 3 0 0 2 9 0 0 0 0 0 0 0 0 1 0 1 0 0 19 7:25 AM 0 4 3 0 0 7 12 0 0 0 0 0 0 0 0 2 0 1 0 0 29 7:30 AM 0 8 4 0 0 4 12 0 0 0 0 0 0 0 0 1 0 6 0 0 35 7:35 AM 0 5 3 0 0 3 14 0 0 0 0 0 0 0 0 2 0 2 0 0 29 7:40 AM 0 12 3 0 0 3 13 0 0 0 0 0 0 0 0 1 0 0 0 0 32 7:45 AM 0 11 3 0 0 1 20 0 0 0 0 0 0 0 0 3 0 1 0 0 39 7:50 AM 0 8 6 0 0 5 30 0 0 0 0 0 0 0 0 1 0 1 0 0 51 7:55 AM 0 16 8 0 0 11 9 0 0 0 0 0 0 0 0 0 0 1 0 0 45 372 8:00 AM 0 24 17 0 0 8 14 0 0 0 0 0 0 0 0 1 0 2 0 0 66 421 8:05 AM 0 37 16 0 0 5 32 0 0 0 0 0 0 0 0 2 0 6 0 0 98 490 8:10 AM 0 21 8 0 0 8 43 0 0 0 0 0 0 0 0 0 0 0 0 0 80 547 8:15 AM 0 18 14 0 0 6 38 0 0 0 0 0 0 0 0 2 0 1 0 0 79 602 8:20 AM 0 8 15 0 0 11 25 0 0 0 0 0 0 0 0 3 0 1 0 0 63 646 8:25 AM 0 9 12 0 0 12 20 0 0 0 0 0 0 0 0 11 0 4 0 0 68 685 8:30 AM 0 9 22 0 0 19 20 0 0 0 0 0 0 0 0 5 0 2 0 0 77 727 8:35 AM 0 9 21 0 0 22 12 0 0 0 0 0 0 0 0 15 0 5 0 0 84 782 8:40 AM 0 11 9 0 0 5 16 0 0 0 0 0 0 0 0 17 0 4 0 0 62 812 8:45 AM 0 14 2 0 0 1 22 0 0 0 0 0 0 0 0 14 0 5 0 0 58 831 8:50 AM 0 15 0 0 0 2 16 0 0 0 0 0 0 0 0 2 0 4 0 0 39 819 8:55 AM 0 21 0 0 0 0 8 0 0 0 0 0 0 0 0 0 0 1 0 0 30 804 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 304 152 0 0 76 452 0 0 0 0 0 0 0 0 16 0 28 0 0 1028 Heavy Trucks 0 4 8 0 16 0 0 0 0 8 0 0 36 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE Everett Dr QC JOB #: QC JOB #: 16977017 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 157 218 0 138 19 0 0 20 70 0 0.890.89 0 0 0 50 48 0 198 29 188 227 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:45 PM -- 6:00 PMPeak 15-Min: 5:45 PM -- 6:00 PM 1.9 0.9 0 2.2 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1.6 0.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE Everett DrNE Everett Dr (Eastbound)(Eastbound) NE Everett DrNE Everett Dr (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 0 20 1 0 0 0 12 0 0 0 0 0 0 0 0 2 0 1 0 0 36 4:05 PM 0 21 3 0 0 1 14 0 0 0 0 0 0 0 0 6 0 2 0 0 47 4:10 PM 0 13 3 0 0 1 19 0 0 0 0 0 0 0 0 0 0 2 0 0 38 4:15 PM 0 17 1 0 0 2 15 0 0 0 0 0 0 0 0 1 0 1 0 0 37 4:20 PM 0 14 0 0 0 1 10 0 0 0 0 0 0 0 0 3 0 0 0 0 28 4:25 PM 0 13 0 0 0 1 9 0 0 0 0 0 0 0 0 0 0 2 0 0 25 4:30 PM 0 17 2 0 0 0 8 0 0 0 0 0 0 0 0 0 0 1 0 0 28 4:35 PM 0 18 0 0 0 1 10 0 0 0 0 0 0 0 0 1 0 0 0 0 30 4:40 PM 0 15 0 0 0 0 14 0 0 0 0 0 0 0 0 1 0 0 0 0 30 4:45 PM 0 10 1 0 0 3 17 0 0 0 0 0 0 0 0 3 0 1 0 0 35 4:50 PM 0 10 3 0 0 7 15 0 0 0 0 0 0 0 0 4 0 2 0 0 41 4:55 PM 0 18 4 0 0 2 9 0 0 0 0 0 0 0 0 4 0 0 0 0 37 412 5:00 PM 0 19 4 0 0 0 6 0 0 0 0 0 0 0 0 5 0 2 0 0 36 412 5:05 PM 0 19 5 0 0 0 18 0 0 0 0 0 0 0 0 2 0 1 0 0 45 410 5:10 PM 0 21 0 0 0 2 9 0 0 0 0 0 0 0 0 5 0 3 0 0 40 412 5:15 PM 0 14 1 0 0 2 14 0 0 0 0 0 0 0 0 6 0 0 0 0 37 412 5:20 PM 0 19 2 0 0 2 8 0 0 0 0 0 0 0 0 1 0 1 0 0 33 417 5:25 PM 0 21 1 0 0 1 6 0 0 0 0 0 0 0 0 2 0 1 0 0 32 424 5:30 PM 0 13 5 0 0 1 11 0 0 0 0 0 0 0 0 5 0 2 0 0 37 433 5:35 PM 0 19 2 0 0 1 12 0 0 0 0 0 0 0 0 3 0 1 0 0 38 441 5:40 PM 0 10 1 0 0 0 12 0 0 0 0 0 0 0 0 3 0 2 0 0 28 439 5:45 PM 0 17 2 0 0 3 13 0 0 0 0 0 0 0 0 5 0 3 0 0 43 447 5:50 PM 0 14 3 0 0 5 17 0 0 0 0 0 0 0 0 3 0 1 0 0 43 449 5:55 PM 0 12 3 0 0 2 12 0 0 0 0 0 0 0 0 10 0 3 0 0 42 454 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 172 32 0 0 40 168 0 0 0 0 0 0 0 0 72 0 28 0 0 512 Heavy Trucks 0 0 0 0 8 0 0 0 0 0 0 0 8 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- SE Leadbetter Rd QC JOB #: QC JOB #: 16977018 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 357 322 16 341 0 100 26 0 0 0 0.810.81 0 142 116 0 0 84 296 0 457 380 Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 8:05 AM -- 8:20 AMPeak 15-Min: 8:05 AM -- 8:20 AM 5 2.8 6.3 5 0 9 0 0 0 0 0 5.6 6.9 0 0 9.5 3 0 5.5 4.5 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) SE Leadbetter RdSE Leadbetter Rd (Eastbound)(Eastbound) SE Leadbetter RdSE Leadbetter Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 10 7 0 0 0 0 9 0 0 0 0 0 4 0 0 0 0 0 0 0 30 7:05 AM 4 13 0 0 0 0 11 0 0 0 0 0 3 0 0 0 0 0 0 0 31 7:10 AM 3 4 0 0 0 0 18 0 0 0 0 0 4 0 0 0 0 0 0 0 29 7:15 AM 9 7 0 0 0 0 13 0 0 0 0 0 2 0 0 0 0 0 0 0 31 7:20 AM 7 6 0 0 0 0 9 0 0 0 0 0 4 0 0 0 0 0 0 0 26 7:25 AM 10 9 0 0 0 0 14 0 0 0 1 0 3 0 0 0 0 0 0 0 37 7:30 AM 9 7 0 0 0 0 12 1 0 0 2 0 4 0 0 0 0 0 0 0 35 7:35 AM 8 7 0 0 0 0 16 1 0 0 1 0 8 0 0 0 0 0 0 0 41 7:40 AM 7 14 0 0 0 0 14 0 0 0 1 0 13 0 0 0 0 0 0 0 49 7:45 AM 16 11 0 0 0 0 20 4 0 0 0 0 12 0 0 0 0 0 0 0 63 7:50 AM 13 15 0 0 0 0 23 6 0 0 0 0 12 0 0 0 0 0 0 0 69 7:55 AM 10 21 0 0 0 0 12 1 0 0 4 0 20 0 0 0 0 0 0 0 68 509 8:00 AM 2 30 0 0 0 0 12 1 0 0 6 0 18 0 0 0 0 0 0 0 69 548 8:05 AM 6 42 0 0 0 0 34 1 0 0 4 0 19 0 0 0 0 0 0 0 106 623 8:10 AM 6 29 0 0 0 0 38 5 0 0 2 0 8 0 0 0 0 0 0 0 88 682 8:15 AM 5 28 0 0 0 0 41 0 0 0 0 0 3 0 0 0 0 0 0 0 77 728 8:20 AM 7 23 0 0 0 0 29 0 0 0 1 0 9 0 0 0 0 0 0 0 69 771 8:25 AM 10 21 0 0 0 0 31 0 0 0 2 0 5 0 0 0 0 0 0 0 69 803 8:30 AM 8 27 0 0 0 0 27 1 0 0 4 0 5 0 0 0 0 0 0 0 72 840 8:35 AM 7 26 0 0 0 0 25 1 0 0 1 0 7 0 0 0 0 0 0 0 67 866 8:40 AM 4 21 0 0 0 0 28 0 0 0 1 0 7 0 0 0 0 0 0 0 61 878 8:45 AM 6 13 0 0 0 0 41 0 0 0 1 0 3 0 0 0 0 0 0 0 64 879 8:50 AM 8 17 0 0 0 0 19 0 0 0 0 0 8 0 0 0 0 0 0 0 52 862 8:55 AM 2 23 0 0 0 0 8 0 0 0 0 0 11 0 0 0 0 0 0 0 44 838 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 68 396 0 0 0 0 452 24 0 0 24 0 120 0 0 0 0 0 0 0 1084 Heavy Trucks 16 12 0 0 20 4 0 0 8 0 0 0 60 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- SE Leadbetter Rd QC JOB #: QC JOB #: 16977019 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 183 220 3 180 0 83 9 0 0 0 0.920.92 0 113 104 0 0 80 211 0 284 291 Peak-Hour: 4:35 PM -- 5:35 PMPeak-Hour: 4:35 PM -- 5:35 PM Peak 15-Min: 5:05 PM -- 5:20 PMPeak 15-Min: 5:05 PM -- 5:20 PM 0.5 0.5 0 0.6 0 2.4 0 0 0 0 0 3.5 3.8 0 0 2.5 0.5 0 1.8 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) SE Leadbetter RdSE Leadbetter Rd (Eastbound)(Eastbound) SE Leadbetter RdSE Leadbetter Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 5 18 0 0 0 0 16 0 0 0 0 0 12 0 0 0 0 0 0 0 51 4:05 PM 5 28 0 0 0 0 18 1 0 0 0 0 9 0 0 0 0 0 0 0 61 4:10 PM 7 14 0 0 0 0 20 0 0 0 0 0 9 0 0 0 0 0 0 0 50 4:15 PM 10 18 0 0 0 0 16 0 0 0 0 0 7 0 0 0 0 0 0 0 51 4:20 PM 1 14 0 0 0 0 12 0 0 0 0 0 7 0 0 0 0 0 0 0 34 4:25 PM 5 13 0 0 0 0 11 0 0 0 0 0 5 0 0 0 0 0 0 0 34 4:30 PM 6 17 0 0 0 0 7 0 0 0 2 0 3 0 0 0 0 0 0 0 35 4:35 PM 12 18 0 0 0 0 13 0 0 0 0 0 7 0 0 0 0 0 0 0 50 4:40 PM 10 14 0 0 0 0 15 0 0 0 1 0 8 0 0 0 0 0 0 0 48 4:45 PM 9 11 0 0 0 0 18 1 0 0 1 0 9 0 0 0 0 0 0 0 49 4:50 PM 4 13 0 0 0 0 21 0 0 0 0 0 11 0 0 0 0 0 0 0 49 4:55 PM 6 22 0 0 0 0 12 0 0 0 1 0 11 0 0 0 0 0 0 0 52 564 5:00 PM 6 22 0 0 0 0 11 0 0 0 0 0 7 0 0 0 0 0 0 0 46 559 5:05 PM 7 22 0 0 0 0 22 0 0 0 1 0 7 0 0 0 0 0 0 0 59 557 5:10 PM 10 16 0 0 0 0 14 0 0 0 1 0 11 0 0 0 0 0 0 0 52 559 5:15 PM 3 16 0 0 0 0 18 2 0 0 0 0 10 0 0 0 0 0 0 0 49 557 5:20 PM 2 20 0 0 0 0 8 0 0 0 0 0 4 0 0 0 0 0 0 0 34 557 5:25 PM 6 19 0 0 0 0 10 0 0 0 3 0 14 0 0 0 0 0 0 0 52 575 5:30 PM 5 18 0 0 0 0 18 0 0 0 1 0 5 0 0 0 0 0 0 0 47 587 5:35 PM 7 18 0 0 0 0 14 0 0 0 1 0 9 0 0 0 0 0 0 0 49 586 5:40 PM 7 15 0 0 0 0 15 1 0 0 0 0 8 0 0 0 0 0 0 0 46 584 5:45 PM 7 15 0 0 0 0 17 1 0 0 0 0 7 0 0 0 0 0 0 0 47 582 5:50 PM 5 17 0 0 0 0 18 0 0 0 0 0 8 0 0 0 0 0 0 0 48 581 5:55 PM 5 17 0 0 0 0 22 1 0 0 0 0 8 0 0 0 0 0 0 0 53 582 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 80 216 0 0 0 0 216 8 0 0 8 0 112 0 0 0 0 0 0 0 640 Heavy Trucks 0 0 0 0 0 0 0 0 8 0 0 0 8 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 43rd Ave QC JOB #: QC JOB #: 16977020 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 460 384 0 394 66 0 0 57 390 0 0.870.87 0 0 0 333 551 0 327 485 727 812 Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 8:10 AM -- 8:25 AMPeak 15-Min: 8:10 AM -- 8:25 AM 5.4 4.7 0 3.6 16.7 0 0 7 11 0 0 0 0 11.7 4 0 4.3 2.3 7.3 3.1 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 43rd AveNE 43rd Ave (Eastbound)(Eastbound) NE 43rd AveNE 43rd Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 16 6 0 4 0 14 0 0 0 0 0 0 0 0 8 0 2 0 0 50 7:05 AM 0 16 3 0 10 2 11 0 0 0 0 0 0 0 0 15 0 1 0 0 58 7:10 AM 0 8 6 0 3 2 19 0 0 0 0 0 0 0 0 9 0 2 0 0 49 7:15 AM 0 15 12 0 4 1 15 0 0 0 0 0 0 0 0 12 0 2 0 0 61 7:20 AM 0 13 15 0 11 1 13 0 0 0 0 0 0 0 0 15 0 0 0 0 68 7:25 AM 0 13 7 0 5 1 15 0 0 0 0 0 0 0 0 10 0 5 0 0 56 7:30 AM 0 17 7 0 2 1 16 0 0 0 0 0 0 0 0 14 0 0 0 0 57 7:35 AM 0 11 9 0 3 1 24 0 0 0 0 0 0 0 0 19 0 2 0 3 72 7:40 AM 0 19 7 0 10 3 24 0 0 0 0 0 0 0 0 18 0 1 0 1 83 7:45 AM 0 14 17 0 5 4 25 0 0 0 0 0 0 0 0 18 0 9 0 3 95 7:50 AM 0 21 17 0 11 4 33 0 0 0 0 0 0 0 0 16 0 3 0 4 109 7:55 AM 0 23 23 0 9 10 22 0 0 0 0 0 0 0 0 13 0 6 0 3 109 867 8:00 AM 0 30 21 0 22 9 17 0 0 0 0 0 0 0 0 14 0 2 0 1 116 933 8:05 AM 0 36 17 0 17 12 44 0 0 0 0 0 0 0 0 19 0 9 0 2 156 1031 8:10 AM 0 33 14 0 38 11 38 0 0 0 0 0 0 0 0 25 0 1 0 3 163 1145 8:15 AM 0 28 27 0 29 4 39 0 0 0 0 0 0 0 0 25 0 1 0 2 155 1239 8:20 AM 0 31 35 0 30 6 33 0 0 0 0 0 0 0 0 26 0 0 0 0 161 1332 8:25 AM 0 28 29 0 20 4 27 0 0 0 0 0 0 0 0 34 0 3 0 3 148 1424 8:30 AM 0 28 22 0 29 2 30 0 0 0 0 0 0 0 0 47 0 4 0 0 162 1529 8:35 AM 0 31 22 0 23 1 34 0 0 0 0 0 0 0 0 35 0 4 0 0 150 1607 8:40 AM 0 20 9 0 11 2 35 0 0 0 0 0 0 0 0 31 0 1 0 2 111 1635 8:45 AM 0 18 1 0 9 1 42 0 0 0 0 0 0 0 0 48 0 3 0 0 122 1662 8:50 AM 0 20 9 0 5 3 26 0 0 0 0 0 0 0 0 16 0 3 0 1 83 1636 8:55 AM 0 24 7 0 1 0 19 0 0 0 0 0 0 0 0 14 0 2 0 0 67 1594 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 368 692 0 388 84 440 0 0 0 0 0 0 0 0 304 0 28 0 20 2324 Heavy Trucks 0 32 32 20 16 0 0 0 0 20 0 0 120 Buses Pedestrians 0 0 0 4 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 43rd Ave QC JOB #: QC JOB #: 16977021 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 288 288 0 266 22 0 0 19 243 0 0.940.94 0 0 0 224 320 0 269 298 490 567 Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:45 PM -- 6:00 PMPeak 15-Min: 5:45 PM -- 6:00 PM 2.8 1 0 3 0 0 0 0 0.4 0 0 0 0 0.4 0 0 1.1 0 1.8 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 43rd AveNE 43rd Ave (Eastbound)(Eastbound) NE 43rd AveNE 43rd Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 0 23 5 0 3 3 26 0 0 0 0 0 0 0 0 19 0 0 0 0 79 4:05 PM 0 30 10 0 5 1 25 0 0 0 0 0 0 0 0 17 0 1 0 1 90 4:10 PM 0 19 10 0 4 2 25 0 0 0 0 0 0 0 0 13 0 3 0 1 77 4:15 PM 0 23 8 0 4 1 25 0 0 0 0 0 0 0 0 14 0 1 0 1 77 4:20 PM 0 17 7 0 5 0 18 0 0 0 0 0 0 0 0 15 0 0 0 0 62 4:25 PM 0 18 7 0 5 2 14 0 0 0 0 0 0 0 0 14 0 0 0 0 60 4:30 PM 0 20 13 0 8 1 9 0 0 0 0 0 0 0 0 9 0 1 0 1 62 4:35 PM 0 25 8 0 10 2 15 0 0 0 0 0 0 0 0 15 0 5 0 0 80 4:40 PM 0 23 15 0 8 1 26 0 0 0 0 0 0 0 0 6 0 1 0 1 81 4:45 PM 0 18 17 0 7 1 25 0 0 0 0 0 0 0 0 18 0 1 0 1 88 4:50 PM 0 14 15 0 6 4 29 0 0 0 0 0 0 0 0 17 0 1 0 2 88 4:55 PM 0 29 16 0 16 1 19 0 0 0 0 0 0 0 0 17 0 1 0 0 99 943 5:00 PM 0 25 13 0 10 5 15 0 0 0 0 0 0 0 0 25 0 0 0 1 94 958 5:05 PM 0 24 10 0 9 0 29 0 0 0 0 0 0 0 0 20 0 4 0 2 98 966 5:10 PM 0 24 7 0 17 1 19 0 0 0 0 0 0 0 0 26 0 1 0 0 95 984 5:15 PM 0 18 17 0 7 5 29 0 0 0 0 0 0 0 0 9 0 1 0 1 87 994 5:20 PM 0 25 11 0 12 1 11 0 0 0 0 0 0 0 0 20 0 0 0 0 80 1012 5:25 PM 0 22 26 0 9 2 21 0 0 0 0 0 0 0 0 14 0 0 0 1 95 1047 5:30 PM 0 23 16 0 8 1 20 0 0 0 0 0 0 0 0 18 0 0 0 0 86 1071 5:35 PM 0 24 13 0 4 0 26 0 0 0 0 0 0 0 0 19 0 2 0 1 89 1080 5:40 PM 0 19 12 0 10 3 17 0 0 0 0 0 0 0 0 21 0 1 0 0 83 1082 5:45 PM 0 23 14 0 13 3 22 0 0 0 0 0 0 0 0 12 0 1 0 1 89 1083 5:50 PM 0 19 13 0 17 1 27 0 0 0 0 0 0 0 0 22 0 0 0 1 100 1095 5:55 PM 0 23 17 0 13 0 30 0 0 0 0 0 0 0 0 18 0 0 0 1 102 1098 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 260 348 0 172 16 316 0 0 0 0 0 0 0 0 208 0 16 0 12 1348 Heavy Trucks 0 0 0 0 12 0 0 0 0 0 0 0 12 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NW Lake Rd QC JOB #: QC JOB #: 16977022 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 754 864 322 431 1 539 516 0 0 0 0.920.92 0 746 230 0 0 219 347 0 663 566 Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 8:10 AM -- 8:25 AMPeak 15-Min: 8:10 AM -- 8:25 AM 6.8 4.5 1.9 10.4 0 3.9 3.1 0 0 0 0 4 6.1 0 0 6.8 6.6 0 8.9 6.7 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 9 15 0 0 0 0 12 17 0 0 12 0 8 0 0 0 0 0 0 0 73 7:05 AM 2 15 0 0 0 0 14 14 0 0 12 0 8 0 0 0 0 0 0 0 65 7:10 AM 8 11 0 0 0 0 14 19 0 0 14 0 6 0 0 0 0 0 0 0 72 7:15 AM 14 12 0 0 0 0 11 16 1 0 13 0 10 0 0 0 0 0 0 0 77 7:20 AM 9 17 0 0 0 0 15 22 1 0 18 0 3 0 0 0 0 0 0 0 85 7:25 AM 11 15 0 0 0 0 18 10 0 0 16 0 9 0 0 0 0 0 0 0 79 7:30 AM 9 19 0 0 0 0 22 24 0 0 5 0 9 0 0 0 0 0 0 0 88 7:35 AM 13 16 0 0 0 0 22 21 0 0 9 0 12 0 0 0 0 0 0 0 93 7:40 AM 11 20 0 0 0 0 34 25 0 0 22 0 19 0 0 0 0 0 0 0 131 7:45 AM 22 24 0 0 0 0 31 20 0 0 22 0 20 0 0 0 0 0 0 0 139 7:50 AM 30 31 0 0 0 0 30 24 0 0 20 0 22 0 0 0 0 0 0 0 157 7:55 AM 22 28 0 1 0 0 28 19 1 0 38 0 18 0 0 0 0 0 0 0 155 1214 8:00 AM 14 38 0 0 0 0 10 15 0 0 53 0 16 0 0 0 0 0 0 0 146 1287 8:05 AM 20 34 0 0 0 0 35 21 0 0 55 0 19 0 0 0 0 0 0 0 184 1406 8:10 AM 12 28 0 0 0 0 38 37 0 0 54 0 23 0 0 0 0 0 0 0 192 1526 8:15 AM 19 34 0 0 0 0 29 30 0 0 57 0 12 0 0 0 0 0 0 0 181 1630 8:20 AM 15 32 0 1 0 0 36 28 0 0 61 0 16 0 0 0 0 0 0 0 189 1734 8:25 AM 9 29 0 0 0 0 38 28 0 0 53 0 12 0 0 0 0 0 0 0 169 1824 8:30 AM 13 34 0 0 0 0 45 17 0 0 50 0 14 0 0 0 0 0 0 0 173 1909 8:35 AM 19 25 0 0 0 0 51 35 0 0 42 0 27 0 0 0 0 0 0 0 199 2015 8:40 AM 23 18 0 0 0 0 42 24 0 0 19 0 28 0 0 0 0 0 0 0 154 2038 8:45 AM 21 16 0 0 0 0 49 44 0 0 14 0 23 0 0 0 0 0 0 0 167 2066 8:50 AM 22 28 0 1 0 0 43 28 0 0 5 0 29 0 0 0 0 0 0 0 156 2065 8:55 AM 21 30 0 0 0 0 28 12 0 0 8 0 20 0 0 0 0 0 0 0 119 2029 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 184 376 0 4 0 0 412 380 0 0 688 0 204 0 0 0 0 0 0 0 2248 Heavy Trucks 12 28 0 0 20 12 40 0 4 0 0 0 116 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NW Lake Rd QC JOB #: QC JOB #: 16977023 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 521 641 249 272 0 511 304 0 0 0 0.940.94 0 653 349 0 0 264 337 0 623 601 Peak-Hour: 4:40 PM -- 5:40 PMPeak-Hour: 4:40 PM -- 5:40 PM Peak 15-Min: 4:50 PM -- 5:05 PMPeak 15-Min: 4:50 PM -- 5:05 PM 1.3 1.1 0.4 2.2 0 0.4 0.7 0 0 0 0 0.3 0 0 0 0.4 1.5 0 1 1 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 20 29 0 0 0 0 23 17 0 0 9 0 24 0 0 0 0 0 0 0 122 4:05 PM 23 30 0 0 0 0 29 18 0 0 16 0 35 0 0 0 0 0 0 0 151 4:10 PM 17 28 0 1 0 0 28 13 0 0 20 0 24 0 0 0 0 0 0 0 131 4:15 PM 25 18 0 0 0 0 29 14 0 0 17 0 29 0 0 0 0 0 0 0 132 4:20 PM 25 24 0 0 0 0 23 15 0 0 14 0 23 0 0 0 0 0 0 0 124 4:25 PM 26 21 0 0 0 0 18 12 0 0 8 0 28 0 0 0 0 0 0 0 113 4:30 PM 27 28 0 0 0 0 14 8 0 0 28 0 23 0 0 0 0 0 0 0 128 4:35 PM 22 25 0 0 0 0 17 15 0 0 21 0 28 0 0 0 0 0 0 0 128 4:40 PM 28 25 0 0 0 0 24 16 0 0 21 0 28 0 0 0 0 0 0 0 142 4:45 PM 19 27 0 0 0 0 21 23 0 0 21 0 26 0 0 0 0 0 0 0 137 4:50 PM 24 25 0 0 0 0 21 21 0 0 30 0 43 0 0 0 0 0 0 0 164 4:55 PM 16 32 0 0 0 0 29 17 0 0 28 0 30 0 0 0 0 0 0 0 152 1624 5:00 PM 16 40 0 0 0 0 20 25 0 0 25 0 30 0 0 0 0 0 0 0 156 1658 5:05 PM 32 27 0 0 0 0 23 20 0 0 20 0 26 0 0 0 0 0 0 0 148 1655 5:10 PM 22 37 0 0 0 0 28 23 0 0 19 0 29 0 0 0 0 0 0 0 158 1682 5:15 PM 19 19 0 0 0 0 27 19 0 0 24 0 35 0 0 0 0 0 0 0 143 1693 5:20 PM 21 28 0 1 0 0 10 18 0 0 41 0 31 0 0 0 0 0 0 0 150 1719 5:25 PM 27 23 0 0 0 0 20 20 0 0 27 0 29 0 0 0 0 0 0 0 146 1752 5:30 PM 17 35 0 1 0 0 24 21 0 0 29 0 23 0 0 0 0 0 0 0 150 1774 5:35 PM 21 19 0 0 0 0 25 26 0 0 19 0 19 0 0 0 0 0 0 0 129 1775 5:40 PM 17 24 0 0 0 0 20 18 0 0 33 0 22 0 0 0 0 0 0 0 134 1767 5:45 PM 8 24 0 0 0 0 27 14 0 0 30 0 21 0 0 0 0 0 0 0 124 1754 5:50 PM 20 24 0 1 0 0 25 25 0 0 34 0 32 0 0 0 0 0 0 0 161 1751 5:55 PM 15 35 0 0 0 0 30 18 0 0 20 0 29 0 0 0 0 0 0 0 147 1746 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 224 388 0 0 0 0 280 252 0 0 332 0 412 0 0 0 0 0 0 0 1888 Heavy Trucks 0 4 0 0 0 4 0 0 0 0 0 0 8 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 17th Ave QC JOB #: QC JOB #: 16977024 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 476 371 36 440 0 60 61 0 0 0 0.910.91 0 75 14 0 0 24 310 0 454 334 Peak-Hour: 7:55 AM -- 8:55 AMPeak-Hour: 7:55 AM -- 8:55 AM Peak 15-Min: 8:40 AM -- 8:55 AMPeak 15-Min: 8:40 AM -- 8:55 AM 1.7 6.2 0 1.8 0 0 6.6 0 0 0 0 6.7 7.1 0 0 0 6.1 0 2 5.7 0 3 3 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 17th AveNE 17th Ave (Eastbound)(Eastbound) NE 17th AveNE 17th Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 2 13 0 0 0 0 16 1 0 0 4 0 3 0 0 0 0 0 0 0 39 7:05 AM 1 8 0 0 0 0 14 2 0 0 5 0 0 0 0 0 0 0 0 0 30 7:10 AM 0 13 0 0 0 0 14 1 0 0 3 0 0 0 0 0 0 0 0 0 31 7:15 AM 1 15 0 0 0 0 12 2 0 0 4 0 0 0 0 0 0 0 0 0 34 7:20 AM 0 14 0 0 0 0 9 5 0 0 5 0 1 0 0 0 0 0 0 0 34 7:25 AM 0 15 0 0 0 0 12 3 0 0 4 0 1 0 0 0 0 0 0 0 35 7:30 AM 1 10 0 0 0 0 16 4 0 0 1 0 0 0 0 0 0 0 0 0 32 7:35 AM 0 21 0 0 0 0 18 3 0 0 7 0 3 0 0 0 0 0 0 0 52 7:40 AM 0 12 0 0 0 0 20 1 0 0 3 0 1 0 0 0 0 0 0 0 37 7:45 AM 4 34 0 0 0 0 30 7 0 0 5 0 4 0 0 0 0 0 0 0 84 7:50 AM 4 28 0 0 0 0 22 7 0 0 5 0 0 0 0 0 0 0 0 0 66 7:55 AM 6 17 0 0 0 0 36 4 0 0 11 0 1 0 0 0 0 0 0 0 75 549 8:00 AM 2 35 0 0 0 0 27 3 0 0 6 0 2 0 0 0 0 0 0 0 75 585 8:05 AM 1 25 0 0 0 0 26 1 0 0 8 0 0 0 0 0 0 0 0 0 61 616 8:10 AM 3 24 0 0 0 0 43 1 0 0 6 0 0 0 0 0 0 0 0 0 77 662 8:15 AM 1 26 0 0 0 0 31 4 0 0 6 0 0 0 0 0 0 0 0 0 68 696 8:20 AM 0 23 0 0 0 0 42 2 0 0 5 0 3 0 0 0 0 0 0 0 75 737 8:25 AM 0 16 0 0 0 0 31 3 0 0 8 0 1 0 0 0 0 0 0 0 59 761 8:30 AM 3 27 0 0 0 0 30 1 0 0 1 0 2 0 0 0 0 0 0 0 64 793 8:35 AM 3 31 0 0 0 0 46 5 0 0 2 0 0 0 0 0 0 0 0 0 87 828 8:40 AM 1 29 0 0 0 0 30 5 0 0 2 0 1 0 0 0 0 0 0 0 68 859 8:45 AM 1 27 0 0 0 0 38 4 0 0 4 0 2 0 0 0 0 0 0 0 76 851 8:50 AM 3 30 0 0 0 0 60 3 0 0 2 0 2 0 0 0 0 0 0 0 100 885 8:55 AM 2 32 0 0 0 0 35 2 0 0 1 0 0 0 0 0 0 0 0 0 72 882 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 20 344 0 0 0 0 512 48 0 0 32 0 20 0 0 0 0 0 0 0 976 Heavy Trucks 0 12 0 0 16 0 4 0 0 0 0 0 32 Buses Pedestrians 0 0 4 8 12 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 17th Ave QC JOB #: QC JOB #: 16977025 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 468 450 43 425 0 99 50 0 0 0 0.950.95 0 68 18 0 0 56 400 0 443 456 Peak-Hour: 4:35 PM -- 5:35 PMPeak-Hour: 4:35 PM -- 5:35 PM Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM 0.6 0 2.3 0.5 0 3 0 0 0 0 0 0 0 0 0 3.6 0 0 0.5 0.4 0 6 0 0 1 0 0 0 0 0 0 0 0 0 1 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 17th AveNE 17th Ave (Eastbound)(Eastbound) NE 17th AveNE 17th Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 4 26 0 0 0 0 29 2 0 0 5 0 1 0 0 0 0 0 0 0 67 4:05 PM 7 26 0 0 0 0 47 4 0 0 4 0 2 0 0 0 0 0 0 0 90 4:10 PM 5 36 0 0 0 0 29 3 0 0 6 0 1 0 0 0 0 0 0 0 80 4:15 PM 3 30 0 0 0 0 38 2 0 0 2 0 4 0 0 0 0 0 0 0 79 4:20 PM 4 25 0 0 0 0 35 5 0 0 2 0 4 0 0 0 0 0 0 0 75 4:25 PM 4 23 0 0 0 0 36 2 0 0 2 0 3 0 0 0 0 0 0 0 70 4:30 PM 4 25 0 0 0 0 27 2 0 0 4 0 2 0 0 0 0 0 0 0 64 4:35 PM 3 36 0 0 0 0 35 2 0 0 3 0 1 0 0 0 0 0 0 0 80 4:40 PM 4 30 0 0 0 0 35 1 0 0 2 0 1 0 0 0 0 0 0 0 73 4:45 PM 3 31 0 0 0 0 33 3 0 0 4 0 4 0 0 0 0 0 0 0 78 4:50 PM 3 36 0 0 0 0 36 2 0 0 3 0 4 0 0 0 0 0 0 0 84 4:55 PM 7 30 0 0 0 0 37 4 0 0 2 0 1 0 0 0 0 0 0 0 81 921 5:00 PM 3 42 0 0 0 0 30 5 0 0 7 0 2 0 0 0 0 0 0 0 89 943 5:05 PM 4 39 0 0 0 0 36 3 0 0 7 0 0 0 0 0 0 0 0 0 89 942 5:10 PM 9 33 0 0 0 0 34 3 0 0 2 0 1 0 0 0 0 0 0 0 82 944 5:15 PM 5 25 0 0 0 0 44 4 0 0 3 0 0 0 0 0 0 0 0 0 81 946 5:20 PM 1 37 0 0 0 0 40 8 0 0 6 0 2 0 0 0 0 0 0 0 94 965 5:25 PM 7 27 0 0 0 0 37 5 0 0 8 0 0 0 0 0 0 0 0 0 84 979 5:30 PM 7 34 0 0 0 0 28 3 0 0 3 0 2 0 0 0 0 0 0 0 77 992 5:35 PM 5 29 0 0 0 0 29 6 0 0 5 0 1 0 0 0 0 0 0 0 75 987 5:40 PM 5 25 0 0 0 0 33 2 0 0 6 0 3 0 0 0 0 0 0 0 74 988 5:45 PM 9 20 0 0 0 0 31 8 0 0 4 0 1 0 0 0 0 0 0 0 73 983 5:50 PM 2 34 0 0 0 0 37 6 0 0 2 0 0 0 0 0 0 0 0 0 81 980 5:55 PM 5 29 0 0 0 0 23 7 0 0 4 0 0 0 0 0 0 0 0 0 68 967 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 64 456 0 0 0 0 400 44 0 0 64 0 12 0 0 0 0 0 0 0 1040 Heavy Trucks 0 0 0 0 0 4 0 0 0 0 0 0 4 Buses Pedestrians 0 0 8 0 8 Bicycles 0 4 0 0 0 0 0 0 0 0 0 0 4 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 15th Ave QC JOB #: QC JOB #: 16977026 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 453 348 106 266 81 139 37 78 107 25 0.870.87 25 81 19 4 112 8 233 6 289 247 Peak-Hour: 8:00 AM -- 9:00 AMPeak-Hour: 8:00 AM -- 9:00 AM Peak 15-Min: 8:45 AM -- 9:00 AMPeak 15-Min: 8:45 AM -- 9:00 AM 2.4 5.5 0 3.8 1.2 1.4 10.8 0 0 0 0 6.2 5.3 0 1.8 25 6.4 16.7 3.8 7.3 13 0 6 3 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 15th AveNE 15th Ave (Eastbound)(Eastbound) NE 15th AveNE 15th Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 12 0 0 0 0 11 8 0 0 1 0 1 0 0 0 0 0 0 0 33 7:05 AM 0 8 0 0 0 0 6 9 0 0 1 0 2 0 0 1 0 0 0 0 27 7:10 AM 1 11 0 0 0 0 7 6 0 0 3 1 2 0 0 0 1 0 0 0 32 7:15 AM 1 14 0 0 0 0 9 4 0 0 1 0 3 0 0 0 2 0 0 0 34 7:20 AM 0 11 0 0 0 0 6 3 0 0 3 0 0 0 0 0 1 0 0 0 24 7:25 AM 0 9 1 0 0 1 11 2 0 0 5 0 3 0 0 0 0 1 0 0 33 7:30 AM 0 11 1 0 0 0 3 12 0 0 1 1 1 0 0 0 0 0 0 0 30 7:35 AM 2 19 1 0 0 1 9 11 0 0 1 0 1 0 0 0 0 0 0 0 45 7:40 AM 0 9 2 0 0 7 9 6 0 0 2 1 3 0 0 1 0 1 0 0 41 7:45 AM 1 29 1 0 0 8 18 8 0 0 0 6 1 0 0 0 3 9 0 0 84 7:50 AM 0 25 0 0 0 2 10 6 0 0 3 3 3 0 0 0 3 4 0 0 59 7:55 AM 5 12 0 0 0 10 21 9 0 0 2 3 1 0 0 0 2 6 0 0 71 513 8:00 AM 1 20 0 0 0 6 20 2 0 0 13 1 1 0 0 0 5 5 0 0 74 554 8:05 AM 1 20 0 0 0 5 13 8 0 0 5 1 3 0 0 0 1 1 0 0 58 585 8:10 AM 0 23 0 0 0 3 27 9 0 0 2 0 1 0 0 1 0 1 0 0 67 620 8:15 AM 1 24 1 0 0 5 23 6 0 0 2 1 4 0 0 0 1 2 0 0 70 656 8:20 AM 3 20 1 0 0 3 26 13 0 0 1 0 1 0 0 0 1 2 0 0 71 703 8:25 AM 0 8 1 0 0 3 19 12 0 0 5 2 2 0 0 2 0 3 0 0 57 727 8:30 AM 0 26 0 0 0 7 15 7 0 0 2 5 2 0 0 0 0 4 0 0 68 765 8:35 AM 1 20 0 0 0 16 25 9 0 0 1 7 0 0 0 0 5 11 0 0 95 815 8:40 AM 0 15 1 0 0 13 14 8 0 0 1 3 1 0 0 1 3 14 0 0 74 848 8:45 AM 0 19 1 0 0 9 20 8 0 0 0 2 0 0 0 0 4 9 0 0 72 836 8:50 AM 0 21 1 0 0 10 41 12 0 0 3 2 1 0 0 0 3 11 0 0 105 882 8:55 AM 1 17 0 0 0 1 23 12 0 0 2 1 3 0 0 0 2 15 0 0 77 888 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 4 228 8 0 0 80 336 128 0 0 20 20 16 0 0 0 36 140 0 0 1016 Heavy Trucks 0 16 4 0 16 0 4 0 0 0 0 0 40 Buses Pedestrians 0 20 0 20 40 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 15th Ave QC JOB #: QC JOB #: 16977027 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 443 456 78 325 40 98 45 28 43 10 0.940.94 8 88 33 7 54 12 383 3 364 398 Peak-Hour: 4:35 PM -- 5:35 PMPeak-Hour: 4:35 PM -- 5:35 PM Peak 15-Min: 4:50 PM -- 5:05 PMPeak 15-Min: 4:50 PM -- 5:05 PM 0.5 0.7 0 0.6 0 0 0 0 0 10 0 1.1 0 0 1.9 0 0.8 0 0.5 0.8 2 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 15th AveNE 15th Ave (Eastbound)(Eastbound) NE 15th AveNE 15th Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 2 24 1 0 0 1 23 7 0 0 3 0 1 0 0 0 1 2 0 0 65 4:05 PM 0 29 0 0 0 2 38 10 0 0 5 0 2 0 0 0 0 1 0 0 87 4:10 PM 1 33 1 0 0 1 23 4 0 0 6 1 4 0 0 0 1 1 0 0 76 4:15 PM 3 30 1 0 0 3 34 6 0 0 3 0 1 0 0 0 1 0 0 0 82 4:20 PM 1 25 2 0 0 2 29 8 0 0 1 0 4 0 0 0 0 2 0 0 74 4:25 PM 3 21 1 0 0 1 33 4 0 0 7 2 4 0 0 0 1 0 0 0 77 4:30 PM 1 23 1 0 0 0 24 5 0 0 5 3 4 0 0 2 1 1 0 0 70 4:35 PM 0 35 0 0 0 3 30 4 0 0 3 1 0 0 0 1 0 0 0 0 77 4:40 PM 1 27 0 0 0 1 24 9 0 0 6 0 4 0 0 0 0 1 0 0 73 4:45 PM 3 29 0 0 0 5 29 5 0 0 4 0 3 0 0 0 0 2 0 0 80 4:50 PM 1 35 0 0 0 4 26 9 0 0 3 3 6 0 0 1 1 0 0 0 89 4:55 PM 2 33 0 0 0 5 28 5 0 0 4 1 1 0 0 0 1 1 0 0 81 931 5:00 PM 0 36 0 0 0 3 25 5 0 0 8 3 4 0 0 2 1 1 0 0 88 954 5:05 PM 0 38 1 0 0 2 25 10 0 0 2 0 5 0 0 1 1 3 0 0 88 955 5:10 PM 1 31 1 0 0 1 26 7 0 0 3 0 1 0 0 0 2 7 0 0 80 959 5:15 PM 1 21 1 0 0 4 33 3 0 0 6 2 3 0 0 0 0 2 0 0 76 953 5:20 PM 1 32 0 0 0 6 31 10 0 0 0 0 2 0 0 0 1 8 1 0 92 971 5:25 PM 1 26 0 0 0 2 27 6 0 0 4 0 3 0 0 1 0 2 0 0 72 966 5:30 PM 1 40 0 0 0 4 21 5 0 0 2 0 1 0 0 0 1 1 0 0 76 972 5:35 PM 0 27 0 0 0 2 20 9 0 0 5 0 2 0 0 1 1 1 0 0 68 963 5:40 PM 0 23 0 0 0 2 25 9 0 0 7 1 3 0 0 0 0 0 0 0 70 960 5:45 PM 1 27 1 0 0 2 24 5 0 0 3 1 1 0 0 0 1 0 0 0 66 946 5:50 PM 3 29 1 0 0 6 23 8 0 0 6 2 2 0 0 0 0 1 0 0 81 938 5:55 PM 1 28 1 0 0 2 14 5 0 0 5 1 3 0 0 0 1 2 1 0 64 921 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 12 416 0 0 0 48 316 76 0 0 60 28 44 0 0 12 12 8 0 0 1032 Heavy Trucks 0 4 0 0 0 0 0 4 0 0 0 0 8 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 4 4 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 14th Ave QC JOB #: QC JOB #: 16977028 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 287 246 59 0 228 78 53 193 211 23 0.850.85 18 77 1 0 251 1 0 0 1 1 Peak-Hour: 8:00 AM -- 9:00 AMPeak-Hour: 8:00 AM -- 9:00 AM Peak 15-Min: 8:45 AM -- 9:00 AMPeak 15-Min: 8:45 AM -- 9:00 AM 4.2 7.3 3.4 0 4.4 2.6 7.5 7.3 6.6 4.3 0 6.5 0 0 4.4 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 14th AveNE 14th Ave (Eastbound)(Eastbound) NE 14th AveNE 14th Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 0 0 0 0 8 0 1 0 0 2 1 0 0 0 0 0 9 0 0 21 7:05 AM 0 0 0 0 0 5 0 3 0 0 1 1 0 0 0 0 0 6 0 0 16 7:10 AM 0 0 0 0 0 9 0 1 0 0 2 3 0 0 0 0 0 9 0 0 24 7:15 AM 0 0 0 0 0 9 0 2 0 0 3 1 0 0 0 0 2 13 0 0 30 7:20 AM 0 0 0 0 0 5 0 1 0 0 2 0 1 0 0 0 2 7 0 0 18 7:25 AM 0 0 0 0 0 12 0 2 0 0 3 1 0 0 0 0 0 8 0 0 26 7:30 AM 0 0 0 0 0 4 0 0 0 0 1 1 0 0 0 0 1 11 0 0 18 7:35 AM 0 0 0 0 0 10 0 1 0 0 4 3 0 0 0 0 0 16 0 0 34 7:40 AM 0 0 0 0 0 9 0 2 0 0 1 4 0 0 0 0 1 11 0 0 28 7:45 AM 0 0 0 0 0 14 0 3 0 0 5 1 0 0 0 0 0 23 0 0 46 7:50 AM 0 0 0 0 0 10 0 4 0 0 6 4 0 0 0 0 3 20 0 0 47 7:55 AM 0 0 0 0 0 17 0 4 0 0 3 1 0 0 0 0 1 15 0 0 41 349 8:00 AM 0 0 0 0 0 18 0 4 0 0 4 3 0 0 0 0 1 16 0 0 46 374 8:05 AM 0 0 0 0 0 14 0 2 0 0 4 1 0 0 0 0 0 17 0 0 38 396 8:10 AM 0 0 0 0 0 23 0 5 0 0 4 2 0 0 0 0 0 19 0 0 53 425 8:15 AM 0 0 0 0 0 21 0 5 0 0 8 1 0 0 0 0 0 18 0 0 53 448 8:20 AM 1 0 0 0 0 18 0 9 0 0 5 2 0 0 0 0 0 16 0 0 51 481 8:25 AM 0 0 0 0 0 16 0 8 0 0 3 0 0 0 0 0 0 6 0 0 33 488 8:30 AM 0 0 0 0 0 13 0 3 0 0 10 2 0 0 0 0 1 18 0 0 47 517 8:35 AM 0 0 0 0 0 20 0 5 0 0 2 1 0 0 0 0 3 17 0 0 48 531 8:40 AM 0 0 0 0 0 13 0 4 0 0 5 2 0 0 0 0 0 14 0 0 38 541 8:45 AM 0 0 0 0 0 14 0 4 0 0 2 3 1 0 0 0 2 17 0 0 43 538 8:50 AM 0 0 0 0 0 34 0 7 0 0 2 3 0 0 0 0 3 19 0 0 68 559 8:55 AM 0 0 0 0 0 24 0 3 0 0 4 3 0 0 0 0 8 16 0 0 58 576 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 288 0 56 0 0 32 36 4 0 0 0 52 208 0 0 676 Heavy Trucks 0 0 0 16 0 0 0 4 0 0 0 12 32 Buses Pedestrians 0 0 0 4 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NE Everett St (SR 500) -- NE 14th Ave QC JOB #: QC JOB #: 16977029 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 369 375 44 0 325 68 73 301 325 31 0.920.92 24 104 0 0 356 0 1 0 0 1 Peak-Hour: 4:10 PM -- 5:10 PMPeak-Hour: 4:10 PM -- 5:10 PM Peak 15-Min: 4:55 PM -- 5:10 PMPeak 15-Min: 4:55 PM -- 5:10 PM 1.1 1.6 0 0 1.2 0 0 2 1.8 3.2 0 1 0 0 1.4 0 0 0 0 0 3 0 1 2 0 0 0 0 1 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NE Everett St (SR 500)NE Everett St (SR 500) (Northbound)(Northbound) NE Everett St (SR 500)NE Everett St (SR 500) (Southbound)(Southbound) NE 14th AveNE 14th Ave (Eastbound)(Eastbound) NE 14th AveNE 14th Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 0 0 0 0 0 18 0 5 0 0 5 2 0 0 0 0 0 22 0 0 52 4:05 PM 0 0 0 0 0 36 0 4 0 0 3 0 0 0 0 0 0 28 0 0 71 4:10 PM 0 0 0 0 0 24 0 3 0 0 8 2 0 0 0 0 1 26 0 0 64 4:15 PM 0 0 0 0 0 28 0 7 0 0 5 2 0 0 0 0 2 28 0 0 72 4:20 PM 0 0 0 0 0 28 0 2 0 0 7 2 0 0 0 0 0 22 0 0 61 4:25 PM 0 0 0 0 0 30 0 5 0 0 4 2 0 0 0 0 1 21 0 0 63 4:30 PM 0 0 0 0 0 27 0 4 0 0 5 7 0 0 0 0 1 20 0 0 64 4:35 PM 0 0 0 0 0 26 0 6 0 0 4 0 0 0 0 0 3 29 0 0 68 4:40 PM 0 1 0 0 0 21 0 3 0 0 6 2 0 0 0 0 2 22 0 0 57 4:45 PM 0 0 0 0 0 30 0 4 0 0 6 1 0 0 0 0 2 23 0 0 66 4:50 PM 0 0 0 0 0 30 0 2 0 0 3 2 0 0 0 0 2 29 0 0 68 4:55 PM 0 0 0 0 0 23 0 5 0 0 10 5 0 0 0 0 1 28 0 0 72 778 5:00 PM 0 0 0 0 0 30 0 1 0 0 10 2 0 0 0 0 3 21 0 0 67 793 5:05 PM 0 0 0 0 0 28 0 2 0 0 5 4 0 0 0 0 6 32 0 0 77 799 5:10 PM 0 0 0 0 0 20 0 3 0 0 9 3 0 0 0 0 1 24 0 0 60 795 5:15 PM 0 0 0 0 0 26 0 9 0 0 6 0 0 0 0 0 2 20 0 0 63 786 5:20 PM 0 1 0 0 0 28 0 6 0 0 10 2 0 0 0 0 1 21 0 0 69 794 5:25 PM 0 0 0 0 0 21 0 5 0 0 6 1 0 0 0 0 0 21 0 0 54 785 5:30 PM 0 0 0 0 0 22 0 2 0 0 12 1 0 0 0 0 1 26 0 0 64 785 5:35 PM 0 0 0 0 0 20 0 1 0 0 4 2 0 0 0 0 0 22 0 0 49 766 5:40 PM 0 0 0 0 0 25 0 2 0 0 1 4 0 0 0 0 0 22 0 0 54 763 5:45 PM 0 0 0 0 0 21 1 2 0 0 3 4 0 0 0 0 2 27 0 0 60 757 5:50 PM 0 0 0 0 0 20 0 2 0 0 7 4 0 0 0 0 1 24 0 0 58 747 5:55 PM 0 0 0 0 0 18 0 1 0 0 6 5 0 0 0 0 3 20 0 0 53 728 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 324 0 32 0 0 100 44 0 0 0 0 40 324 0 0 864 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 4 4 Buses Pedestrians 0 0 0 4 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Division St -- NE 6th Ave QC JOB #: QC JOB #: 16977030 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 217 161 206 0 11 802 141 20 616 411 0.920.92 596 552 0 0 422 0 0 0 0 0 Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 7:50 AM -- 8:05 AMPeak 15-Min: 7:50 AM -- 8:05 AM 0.9 5.6 1 0 0 3.9 5 10 5 7.3 4.9 6.7 0 0 7.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At Division St Division St (Northbound)(Northbound) Division St Division St (Southbound)(Southbound) NE 6th AveNE 6th Ave (Eastbound)(Eastbound) NE 6th AveNE 6th Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 0 0 0 0 1 0 10 0 0 8 19 0 0 0 0 31 0 0 0 69 7:05 AM 0 0 0 0 0 2 0 12 0 0 4 24 0 0 0 0 37 0 0 0 79 7:10 AM 0 0 0 0 0 0 0 12 0 0 7 22 0 0 0 0 42 2 0 0 85 7:15 AM 0 0 0 0 0 1 0 17 0 0 6 26 0 0 0 0 30 1 0 0 81 7:20 AM 0 0 0 0 0 0 0 14 0 0 4 37 0 0 0 0 48 1 0 0 104 7:25 AM 0 0 0 0 0 1 0 10 0 0 10 20 0 0 0 0 30 0 0 0 71 7:30 AM 0 0 0 0 0 2 0 21 0 0 8 25 0 0 0 0 56 1 0 0 113 7:35 AM 0 0 0 0 0 0 0 26 0 0 10 25 0 0 0 0 53 1 0 0 115 7:40 AM 0 0 0 0 0 0 0 10 0 0 12 18 0 0 0 0 49 0 0 0 89 7:45 AM 0 0 0 0 0 0 0 17 0 0 12 36 0 0 0 0 44 0 0 0 109 7:50 AM 0 0 0 0 0 0 0 24 0 0 14 30 0 0 0 0 55 1 0 0 124 7:55 AM 0 0 0 0 0 1 0 20 0 0 10 48 0 0 0 0 56 4 0 0 139 1178 8:00 AM 0 0 0 0 0 0 0 13 0 0 13 33 0 0 0 0 53 0 0 0 112 1221 8:05 AM 0 0 0 0 0 2 0 9 0 0 11 25 0 0 0 0 42 1 0 0 90 1232 8:10 AM 0 0 0 0 0 0 0 15 0 0 11 37 0 0 0 0 37 0 0 0 100 1247 8:15 AM 0 0 0 0 0 2 0 16 0 0 11 28 0 0 0 0 49 2 0 0 108 1274 8:20 AM 0 0 0 0 0 0 0 17 0 0 18 37 0 0 0 0 47 4 0 0 123 1293 8:25 AM 0 0 0 0 0 1 0 17 0 0 12 32 0 0 0 0 44 2 0 0 108 1330 8:30 AM 0 0 0 0 0 2 0 19 0 0 5 38 0 0 0 0 61 2 0 0 127 1344 8:35 AM 0 0 0 0 0 2 0 17 0 0 11 30 0 0 0 0 47 2 0 0 109 1338 8:40 AM 0 0 0 0 0 0 0 21 0 0 10 35 0 0 0 0 57 0 0 0 123 1372 8:45 AM 0 0 0 0 0 1 0 18 0 0 15 38 0 0 0 0 48 2 0 0 122 1385 8:50 AM 0 0 0 0 0 0 0 21 0 0 7 49 0 0 0 0 34 1 0 0 112 1373 8:55 AM 0 0 0 0 0 1 0 18 0 0 7 34 0 0 0 0 39 0 0 0 99 1333 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 4 0 228 0 0 148 444 0 0 0 0 656 20 0 0 1500 Heavy Trucks 0 0 0 0 0 8 4 8 0 0 36 4 60 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Division St -- NE 6th Ave QC JOB #: QC JOB #: 16977031 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 119 193 111 0 8 679 165 28 596 686 0.950.95 568 851 0 0 694 0 0 0 0 0 Peak-Hour: 4:40 PM -- 5:40 PMPeak-Hour: 4:40 PM -- 5:40 PM Peak 15-Min: 5:05 PM -- 5:20 PMPeak 15-Min: 5:05 PM -- 5:20 PM 0.8 0.5 0.9 0 0 2.2 0.6 0 2.3 1.5 2.5 1.3 0 0 1.4 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At Division St Division St (Northbound)(Northbound) Division St Division St (Southbound)(Southbound) NE 6th AveNE 6th Ave (Eastbound)(Eastbound) NE 6th AveNE 6th Ave (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 0 0 0 0 0 2 0 8 0 0 17 54 0 0 0 0 55 1 0 0 137 4:05 PM 0 0 0 0 0 0 0 8 0 0 8 45 0 0 0 0 53 3 0 0 117 4:10 PM 0 0 0 0 0 0 0 13 0 0 13 45 0 0 0 0 53 2 0 0 126 4:15 PM 0 0 0 0 0 2 0 10 0 0 11 55 0 0 0 0 37 1 0 0 116 4:20 PM 0 0 0 0 0 3 0 15 0 0 10 42 0 0 0 0 43 2 0 0 115 4:25 PM 0 0 0 0 0 0 0 6 0 0 13 61 0 0 0 0 32 3 0 0 115 4:30 PM 0 0 0 0 0 0 0 9 0 0 16 37 0 0 0 0 47 3 0 0 112 4:35 PM 0 0 0 0 0 3 0 10 0 0 14 55 0 0 0 0 34 3 0 0 119 4:40 PM 0 0 0 0 0 1 0 6 0 0 11 56 0 0 0 0 51 4 0 0 129 4:45 PM 0 0 0 0 0 1 0 8 0 0 14 52 0 0 0 0 47 2 0 0 124 4:50 PM 0 0 0 0 0 0 0 11 0 0 16 61 0 0 0 0 52 2 0 0 142 4:55 PM 0 0 0 0 0 0 0 8 0 0 10 60 0 0 0 0 48 1 0 0 127 1479 5:00 PM 0 0 0 0 0 1 0 12 0 0 15 52 0 0 0 0 39 3 0 0 122 1464 5:05 PM 0 0 0 0 0 0 0 7 0 0 13 61 0 0 0 0 59 2 0 0 142 1489 5:10 PM 0 0 0 0 0 0 0 13 0 0 13 60 0 0 0 0 51 0 0 0 137 1500 5:15 PM 0 0 0 0 0 1 0 5 0 0 17 59 0 0 0 0 47 3 0 0 132 1516 5:20 PM 0 0 0 0 0 1 0 12 0 0 13 48 0 0 0 0 54 6 0 0 134 1535 5:25 PM 0 0 0 0 0 0 0 8 0 0 10 62 0 0 0 0 40 2 0 0 122 1542 5:30 PM 0 0 0 0 0 1 0 12 0 0 15 57 0 0 0 0 37 1 0 0 123 1553 5:35 PM 0 0 0 0 0 2 0 9 0 0 18 58 0 0 0 0 43 2 0 0 132 1566 5:40 PM 0 0 0 0 0 0 0 15 0 0 10 51 0 0 0 0 29 0 0 0 105 1542 5:45 PM 0 0 0 0 0 1 0 7 0 0 15 56 0 0 0 0 42 3 0 0 124 1542 5:50 PM 0 0 0 0 0 1 0 7 0 0 23 74 0 0 0 0 47 5 0 0 157 1557 5:55 PM 0 0 0 0 0 4 0 18 0 0 7 51 0 0 0 0 41 2 0 0 123 1553 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 0 0 0 4 0 100 0 0 172 720 0 0 0 0 628 20 0 0 1644 Heavy Trucks 0 0 0 0 0 0 0 4 0 0 20 0 24 Buses Pedestrians 0 4 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NW Lacamas Ln -- NW Lake Rd QC JOB #: QC JOB #: 16977032 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 0 0 0 0 0 472 0 0 529 570 0.870.87 468 572 2 61 742 4 0 172 63 176 Peak-Hour: 7:55 AM -- 8:55 AMPeak-Hour: 7:55 AM -- 8:55 AM Peak 15-Min: 8:05 AM -- 8:20 AMPeak 15-Min: 8:05 AM -- 8:20 AM 0 0 0 0 0 3.2 0 0 3.2 5.6 3.2 5.6 0 3.3 4.3 0 0 0 3.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NW Lacamas Ln NW Lacamas Ln (Northbound)(Northbound) NW Lacamas Ln NW Lacamas Ln (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 0 0 5 0 0 0 0 0 0 0 0 16 1 0 0 2 21 0 0 0 45 7:05 AM 0 0 3 0 0 0 0 0 0 0 0 16 1 0 0 3 20 0 0 0 43 7:10 AM 0 0 6 0 0 0 0 0 0 0 0 17 0 0 0 1 21 0 0 0 45 7:15 AM 0 0 2 0 0 0 0 0 0 0 0 13 0 0 0 5 27 0 0 0 47 7:20 AM 0 0 12 0 0 0 0 0 0 0 0 16 0 0 0 2 26 0 0 0 56 7:25 AM 0 0 6 0 0 0 0 0 0 0 0 12 0 0 0 1 25 0 0 0 44 7:30 AM 0 0 2 0 0 0 0 0 0 0 0 12 0 0 0 3 26 0 0 0 43 7:35 AM 0 0 4 0 0 0 0 0 0 0 0 27 0 0 0 2 32 0 0 0 65 7:40 AM 1 0 9 0 0 0 0 0 0 0 0 28 0 0 0 4 29 0 0 0 71 7:45 AM 0 0 14 0 0 0 0 0 0 0 0 33 0 0 0 1 41 0 0 0 89 7:50 AM 0 0 13 0 0 0 0 0 0 0 0 34 0 0 0 6 43 0 0 0 96 7:55 AM 1 0 10 0 0 0 0 0 0 0 0 49 0 0 0 3 37 0 0 0 100 744 8:00 AM 0 0 26 0 0 0 0 0 0 0 0 44 0 0 0 2 21 0 0 0 93 792 8:05 AM 0 0 17 0 0 0 0 0 0 0 0 61 0 0 0 4 45 0 0 0 127 876 8:10 AM 0 0 23 0 0 0 0 0 0 0 0 62 0 0 0 4 42 0 0 0 131 962 8:15 AM 0 0 14 0 0 0 0 0 0 0 0 52 0 0 0 3 39 0 0 0 108 1023 8:20 AM 2 0 14 0 0 0 0 0 0 0 0 60 0 0 0 11 39 0 0 0 126 1093 8:25 AM 0 0 22 0 0 0 0 0 0 0 0 47 0 0 0 9 30 0 0 0 108 1157 8:30 AM 0 0 21 0 0 0 0 0 0 0 0 53 0 0 0 1 29 0 0 0 104 1218 8:35 AM 0 0 10 0 0 0 0 0 0 0 0 31 1 0 0 3 46 0 0 0 91 1244 8:40 AM 1 0 6 0 0 0 0 0 0 0 0 43 0 0 0 5 41 0 0 0 96 1269 8:45 AM 0 0 3 0 0 0 0 0 0 0 0 30 1 0 0 7 55 0 0 0 96 1276 8:50 AM 0 0 6 0 0 0 0 0 0 0 0 38 0 0 0 9 44 0 0 0 97 1277 8:55 AM 0 0 1 0 0 0 0 0 0 0 0 20 0 0 0 1 35 0 0 0 57 1234 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 0 0 216 0 0 0 0 0 0 0 0 700 0 0 0 44 504 0 0 0 1464 Heavy Trucks 0 0 0 0 0 0 0 28 0 4 36 0 68 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NW Lacamas Ln -- NW Lake Rd QC JOB #: QC JOB #: 16977033 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 0 0 0 0 0 446 0 0 514 601 0.940.94 436 604 3 78 661 10 0 60 81 70 Peak-Hour: 4:40 PM -- 5:40 PMPeak-Hour: 4:40 PM -- 5:40 PM Peak 15-Min: 5:10 PM -- 5:25 PMPeak 15-Min: 5:10 PM -- 5:25 PM 0 0 0 0 0 0.4 0 0 0.4 0.3 0.5 0.3 0 0 0.3 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NW Lacamas Ln NW Lacamas Ln (Northbound)(Northbound) NW Lacamas Ln NW Lacamas Ln (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 0 0 2 0 0 0 0 0 0 0 0 39 0 0 0 4 36 0 0 0 81 4:05 PM 0 0 2 0 0 0 0 0 0 0 0 51 1 0 0 3 31 0 0 0 88 4:10 PM 0 0 1 0 0 0 0 0 0 0 0 41 0 0 0 4 33 0 0 0 79 4:15 PM 1 0 4 0 0 0 0 0 0 0 0 41 0 0 0 6 30 0 0 0 82 4:20 PM 1 0 2 0 0 0 0 0 0 0 0 41 0 0 0 6 31 0 0 0 81 4:25 PM 0 0 4 0 0 0 0 0 0 0 0 27 1 0 0 2 32 0 0 0 66 4:30 PM 0 0 3 0 0 0 0 0 0 0 0 47 0 0 0 2 39 0 0 0 91 4:35 PM 0 0 2 0 0 0 0 0 0 0 0 49 0 0 0 1 32 0 0 0 84 4:40 PM 1 0 2 0 0 0 0 0 0 0 0 45 1 0 0 9 47 0 0 0 105 4:45 PM 2 0 3 0 0 0 0 0 0 0 0 46 0 0 0 7 34 0 0 0 92 4:50 PM 1 0 11 0 0 0 0 0 0 0 0 65 0 0 0 8 29 0 0 0 114 4:55 PM 1 0 3 0 0 0 0 0 0 0 0 54 0 0 0 5 35 0 0 0 98 1061 5:00 PM 0 0 5 0 0 0 0 0 0 0 0 52 0 0 0 6 33 0 0 0 96 1076 5:05 PM 1 0 3 0 0 0 0 0 0 0 0 33 0 0 0 4 55 0 0 0 96 1084 5:10 PM 1 0 4 0 0 0 0 0 0 0 0 55 1 0 0 6 36 0 0 0 103 1108 5:15 PM 0 0 6 0 0 0 0 0 0 0 0 53 1 0 0 6 32 0 0 0 98 1124 5:20 PM 0 0 9 0 0 0 0 0 0 0 0 63 0 0 0 8 34 0 0 0 114 1157 5:25 PM 0 0 5 0 0 0 0 0 0 0 0 47 0 0 0 5 38 0 0 0 95 1186 5:30 PM 2 0 2 0 0 0 0 0 0 0 0 51 0 0 0 5 27 0 0 0 87 1182 5:35 PM 1 0 7 0 0 0 0 0 0 0 0 37 0 0 0 9 36 0 0 0 90 1188 5:40 PM 0 0 1 0 0 0 0 0 0 0 0 56 1 0 0 6 33 0 0 0 97 1180 5:45 PM 0 0 7 0 0 0 0 0 0 0 0 47 0 0 0 5 22 0 0 0 81 1169 5:50 PM 1 0 14 0 0 0 0 0 0 0 0 52 1 0 0 4 33 0 0 0 105 1160 5:55 PM 0 0 7 0 0 0 0 0 0 0 0 45 2 0 0 5 38 0 0 0 97 1159 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 4 0 76 0 0 0 0 0 0 0 0 684 8 0 0 80 408 0 0 0 1260 Heavy Trucks 0 0 0 0 0 0 0 4 0 0 0 0 4 Buses Pedestrians 0 4 0 4 8 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NW Sierra St -- NW Lake Rd QC JOB #: QC JOB #: 16977034 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 0 0 0 0 0 473 0 0 452 394 0.900.90 381 481 87 71 558 92 0 164 158 256 Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 8:05 AM -- 8:20 AMPeak 15-Min: 8:05 AM -- 8:20 AM 0 0 0 0 0 1.9 0 0 3.1 5.3 1.6 5.6 6.9 11.3 5.7 3.3 0 6.7 8.9 5.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NW Sierra St NW Sierra St (Northbound)(Northbound) NW Sierra St NW Sierra St (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 2 0 4 0 0 0 0 0 0 0 0 16 3 0 0 3 13 0 0 0 41 7:05 AM 9 0 5 0 0 0 0 0 0 0 0 9 5 0 0 0 25 0 0 0 53 7:10 AM 7 0 4 0 0 0 0 0 0 0 0 9 4 0 0 3 22 0 0 0 49 7:15 AM 5 0 3 0 0 0 0 0 0 0 0 14 2 0 0 2 16 0 0 0 42 7:20 AM 3 0 2 0 0 0 0 0 0 0 0 15 9 0 0 3 23 0 0 0 55 7:25 AM 3 0 3 0 0 0 0 0 0 0 0 8 2 0 0 4 24 0 0 0 44 7:30 AM 6 0 3 0 0 0 0 0 0 0 0 7 5 0 0 3 22 0 0 0 46 7:35 AM 4 0 4 0 0 0 0 0 0 0 0 23 7 0 0 4 22 0 0 0 64 7:40 AM 9 0 7 0 0 0 0 0 0 0 0 25 6 0 0 4 32 0 0 0 83 7:45 AM 9 0 7 0 0 0 0 0 0 0 0 16 3 0 0 2 33 0 0 0 70 7:50 AM 9 0 12 0 0 0 0 0 0 0 0 28 8 0 0 4 42 0 0 0 103 7:55 AM 10 0 13 0 0 0 0 0 0 0 0 32 4 0 0 8 34 0 0 0 101 751 8:00 AM 11 0 15 0 0 0 0 0 0 0 0 35 7 0 0 3 11 0 0 0 82 792 8:05 AM 8 0 17 0 0 0 0 0 0 0 0 46 8 0 0 10 26 0 0 0 115 854 8:10 AM 8 0 9 0 0 0 0 0 0 0 0 48 8 0 0 3 29 0 0 0 105 910 8:15 AM 8 0 20 0 0 0 0 0 0 0 0 35 3 0 0 5 39 0 0 0 110 978 8:20 AM 5 0 17 0 0 0 0 0 0 0 0 32 6 0 0 5 31 0 0 0 96 1019 8:25 AM 8 0 17 0 0 0 0 0 0 0 0 26 6 0 0 7 28 0 0 0 92 1067 8:30 AM 8 0 16 0 0 0 0 0 0 0 0 32 4 0 0 5 28 0 0 0 93 1114 8:35 AM 5 0 10 0 0 0 0 0 0 0 0 23 9 0 0 5 36 0 0 0 88 1138 8:40 AM 6 0 7 0 0 0 0 0 0 0 0 33 10 0 0 2 43 0 0 0 101 1156 8:45 AM 6 0 11 0 0 0 0 0 0 0 0 24 14 0 0 14 34 0 0 0 103 1189 8:50 AM 8 0 9 0 0 0 0 0 0 0 0 27 9 0 0 15 33 0 0 0 101 1187 8:55 AM 6 0 3 0 0 0 0 0 0 0 0 15 11 0 0 4 33 0 0 0 72 1158 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 96 0 184 0 0 0 0 0 0 0 0 516 76 0 0 72 376 0 0 0 1320 Heavy Trucks 0 0 20 0 0 0 0 20 4 24 4 0 72 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NW Sierra St -- NW Lake Rd QC JOB #: QC JOB #: 16977035 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 0 0 0 0 0 416 0 0 440 507 0.950.95 340 651 144 100 603 76 0 96 244 172 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:10 PM -- 5:25 PMPeak 15-Min: 5:10 PM -- 5:25 PM 0 0 0 0 0 0.5 0 0 0.5 0 0.3 0 0 1 0.2 1.3 0 1 0.4 1.2 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NW Sierra St NW Sierra St (Northbound)(Northbound) NW Sierra St NW Sierra St (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 10 0 10 0 0 0 0 0 0 0 0 40 11 0 0 9 20 0 0 0 100 4:05 PM 10 0 3 0 0 0 0 0 0 0 0 31 14 0 0 8 26 0 0 0 92 4:10 PM 8 0 6 0 0 0 0 0 0 0 0 49 12 0 0 5 26 0 0 0 106 4:15 PM 7 0 6 0 0 0 0 0 0 0 0 31 6 0 0 2 27 0 0 0 79 4:20 PM 6 0 5 0 0 0 0 0 0 0 0 33 5 0 0 11 24 0 0 0 84 4:25 PM 3 0 6 0 0 0 0 0 0 0 0 30 7 0 0 6 28 0 0 0 80 4:30 PM 9 0 3 0 0 0 0 0 0 0 0 34 13 0 0 9 23 0 0 0 91 4:35 PM 7 0 8 0 0 0 0 0 0 0 0 44 10 0 0 2 34 0 0 0 105 4:40 PM 11 0 8 0 0 0 0 0 0 0 0 35 13 0 0 13 29 0 0 0 109 4:45 PM 5 0 6 0 0 0 0 0 0 0 0 48 22 0 0 1 35 0 0 0 117 4:50 PM 6 0 14 0 0 0 0 0 0 0 0 44 9 0 0 5 26 0 0 0 104 4:55 PM 6 0 8 0 0 0 0 0 0 0 0 44 6 0 0 13 29 0 0 0 106 1173 5:00 PM 7 0 10 0 0 0 0 0 0 0 0 43 7 0 0 4 19 0 0 0 90 1163 5:05 PM 6 0 6 0 0 0 0 0 0 0 0 33 12 0 0 12 37 0 0 0 106 1177 5:10 PM 5 0 7 0 0 0 0 0 0 0 0 46 13 0 0 13 26 0 0 0 110 1181 5:15 PM 7 0 9 0 0 0 0 0 0 0 0 47 12 0 0 12 29 0 0 0 116 1218 5:20 PM 5 0 10 0 0 0 0 0 0 0 0 53 14 0 0 8 18 0 0 0 108 1242 5:25 PM 2 0 7 0 0 0 0 0 0 0 0 36 13 0 0 8 35 0 0 0 101 1263 5:30 PM 5 0 7 0 0 0 0 0 0 0 0 38 14 0 0 4 23 0 0 0 91 1263 5:35 PM 5 0 12 0 0 0 0 0 0 0 0 34 12 0 0 6 27 0 0 0 96 1254 5:40 PM 8 0 13 0 0 0 0 0 0 0 0 35 11 0 0 5 31 0 0 0 103 1248 5:45 PM 8 0 7 0 0 0 0 0 0 0 0 45 11 0 0 7 18 0 0 0 96 1227 5:50 PM 6 0 6 0 0 0 0 0 0 0 0 45 7 0 0 5 20 0 0 0 89 1212 5:55 PM 12 0 8 0 0 0 0 0 0 0 0 38 9 0 0 6 33 0 0 0 106 1212 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 68 0 104 0 0 0 0 0 0 0 0 584 156 0 0 132 292 0 0 0 1336 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NW Leadbetter Dr -- NW Lake Rd QC JOB #: QC JOB #: 16977036 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 25 22 8 9 8 388 7 6 485 303 0.920.92 377 321 11 102 481 3 9 170 122 182 Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 8:05 AM -- 8:20 AMPeak 15-Min: 8:05 AM -- 8:20 AM 4 18.2 12.5 0 0 1.8 0 33.3 2.1 4.3 1.6 4.7 18.2 2 5.6 0 22.2 8.2 3.3 8.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NW Leadbetter Dr NW Leadbetter Dr (Northbound)(Northbound) NW Leadbetter Dr NW Leadbetter Dr (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 1 0 8 0 0 0 1 1 0 0 0 15 0 0 0 4 10 0 0 0 40 7:05 AM 0 0 2 0 0 0 0 3 0 0 0 9 0 0 0 7 23 0 0 0 44 7:10 AM 0 0 3 0 0 0 3 1 0 0 0 10 0 0 0 7 22 0 0 0 46 7:15 AM 0 0 4 0 0 0 0 2 0 0 1 14 0 0 0 6 16 0 0 0 43 7:20 AM 0 0 4 0 0 1 1 0 0 0 0 21 0 0 0 12 13 0 0 0 52 7:25 AM 0 0 1 0 0 0 3 1 0 0 0 8 0 0 0 12 16 0 0 0 41 7:30 AM 0 2 1 0 0 0 0 0 0 0 0 11 0 0 0 7 17 0 0 0 38 7:35 AM 0 1 6 0 0 1 2 0 0 0 0 25 1 0 0 4 26 0 0 0 66 7:40 AM 0 0 6 0 0 3 2 2 0 0 1 20 3 0 0 9 28 0 0 0 74 7:45 AM 0 0 10 0 0 0 1 0 0 0 1 11 0 0 0 13 28 0 0 0 64 7:50 AM 0 1 16 0 0 1 1 1 0 0 1 25 1 0 0 13 39 0 0 0 99 7:55 AM 0 0 16 0 0 0 1 0 0 0 0 18 2 0 0 7 40 0 0 0 84 691 8:00 AM 0 0 21 0 0 1 1 0 0 0 0 22 2 0 0 3 22 1 0 0 73 724 8:05 AM 3 1 24 0 0 0 0 2 0 0 0 30 0 0 0 9 29 0 0 0 98 778 8:10 AM 0 1 18 0 0 1 1 1 0 0 0 30 0 0 0 5 37 1 0 0 95 827 8:15 AM 0 0 16 0 0 0 1 0 0 0 2 24 0 0 0 11 29 0 0 0 83 867 8:20 AM 0 0 15 0 0 1 0 0 0 0 1 21 0 0 0 8 26 1 0 0 73 888 8:25 AM 0 0 13 0 0 0 0 1 0 0 0 22 0 0 0 5 36 0 0 0 77 924 8:30 AM 0 1 9 0 0 1 0 0 0 0 0 23 0 0 0 10 23 2 0 0 69 955 8:35 AM 0 1 11 0 0 1 1 2 0 0 1 20 1 0 0 9 28 1 0 0 76 965 8:40 AM 0 3 8 0 0 0 0 0 0 0 1 39 2 0 0 15 35 0 0 0 103 994 8:45 AM 0 1 3 0 0 2 3 1 0 0 1 29 3 0 0 7 33 0 0 0 83 1013 8:50 AM 0 1 7 0 0 0 1 2 0 0 1 31 1 0 0 10 33 0 0 0 87 1001 8:55 AM 0 0 4 0 0 0 2 0 0 0 1 21 5 0 0 3 31 3 0 0 70 987 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 12 8 232 0 0 4 8 12 0 0 8 336 0 0 0 100 380 4 0 0 1104 Heavy Trucks 0 0 16 0 0 4 0 8 0 4 8 0 40 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NW Leadbetter Dr -- NW Lake Rd QC JOB #: QC JOB #: 16977037 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 30 18 13 7 10 353 7 6 413 527 0.920.92 337 540 6 70 652 3 5 115 83 123 Peak-Hour: 4:35 PM -- 5:35 PMPeak-Hour: 4:35 PM -- 5:35 PM Peak 15-Min: 4:35 PM -- 4:50 PMPeak 15-Min: 4:35 PM -- 4:50 PM 3.3 0 7.7 0 0 0.8 0 0 0.5 0 0.6 0 0 0 0 0 0 0 0 0 0 1 0 3 0 0 0 0 0 0 2 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NW Leadbetter Dr NW Leadbetter Dr (Northbound)(Northbound) NW Leadbetter Dr NW Leadbetter Dr (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 2 1 10 0 0 0 1 1 0 0 0 48 0 0 0 5 21 0 0 0 89 4:05 PM 0 0 8 0 0 1 0 1 0 0 0 31 0 0 0 4 32 1 0 0 78 4:10 PM 0 1 4 0 0 0 0 0 0 0 0 46 2 0 0 4 28 1 0 0 86 4:15 PM 0 0 6 0 0 0 0 1 0 0 1 36 2 0 0 4 33 0 0 0 83 4:20 PM 0 2 5 0 0 0 0 0 0 0 0 29 0 0 0 1 30 0 0 0 67 4:25 PM 0 1 5 0 0 0 1 0 0 0 3 39 3 0 0 6 25 0 0 0 83 4:30 PM 0 0 4 0 0 1 0 0 0 0 1 41 1 0 0 6 23 0 0 0 77 4:35 PM 0 1 13 0 0 1 1 2 0 0 1 38 0 0 0 9 34 1 0 0 101 4:40 PM 0 0 5 0 0 2 0 1 0 0 0 47 1 0 0 6 32 0 0 0 94 4:45 PM 2 0 13 0 0 1 0 2 0 0 0 53 0 0 0 1 33 2 0 0 107 4:50 PM 0 0 10 0 0 0 1 2 0 0 0 42 2 0 0 2 33 0 0 0 92 4:55 PM 0 0 13 0 0 0 1 1 0 0 2 39 0 0 0 8 29 0 0 0 93 1050 5:00 PM 1 0 8 0 0 1 0 1 0 0 0 36 0 0 0 5 17 1 0 0 70 1031 5:05 PM 0 2 7 0 0 0 0 1 0 0 2 39 1 0 0 10 35 1 0 0 98 1051 5:10 PM 0 0 12 0 0 2 1 1 0 0 1 47 1 0 0 4 25 0 0 0 94 1059 5:15 PM 0 1 7 0 0 2 0 0 0 0 1 53 0 0 0 6 30 0 0 0 100 1076 5:20 PM 0 0 11 0 0 0 2 0 0 0 0 48 0 0 0 3 21 0 0 0 85 1094 5:25 PM 0 0 5 0 0 1 1 2 0 0 0 46 0 0 0 10 24 1 0 0 90 1101 5:30 PM 0 1 11 0 0 0 0 0 0 0 0 39 1 0 0 6 24 0 0 0 82 1106 5:35 PM 1 1 10 0 0 1 0 0 0 0 0 36 0 0 0 3 27 0 0 0 79 1084 5:40 PM 0 3 4 0 0 1 1 0 0 0 2 38 0 0 0 1 38 0 0 0 88 1078 5:45 PM 1 0 8 0 0 0 1 2 0 0 0 51 1 0 0 6 17 1 0 0 88 1059 5:50 PM 0 0 11 0 0 1 1 1 0 0 0 36 1 0 0 4 16 2 0 0 73 1040 5:55 PM 0 1 6 0 0 1 1 1 0 0 0 40 0 0 0 8 37 0 0 0 95 1042 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 8 4 124 0 0 16 4 20 0 0 4 552 4 0 0 64 396 12 0 0 1208 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 4 0 4 Buses Pedestrians 8 0 4 0 12 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NW Parker St -- NW Lake Rd QC JOB #: QC JOB #: 16977038 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 175 105 15 116 44 409 9 36 395 177 0.830.83 257 339 153 102 321 137 59 101 371 297 Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 7:50 AM -- 8:05 AMPeak 15-Min: 7:50 AM -- 8:05 AM 4 4.8 0 3.4 6.8 1.7 22.2 2.8 1.8 4 2.3 3.5 2 0 4 0.7 3.4 3 1.9 2 0 0 5 0 0 0 0 0 0 0 0 0 2 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NW Parker St NW Parker St (Northbound)(Northbound) NW Parker St NW Parker St (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 7:00 AM 8 4 0 0 0 3 5 0 0 0 2 11 5 0 2 1 11 0 0 1 53 7:05 AM 6 5 0 0 0 1 8 1 0 1 0 7 1 0 0 2 23 2 0 0 57 7:10 AM 2 4 1 0 0 5 9 1 0 0 1 6 2 0 3 5 16 0 0 0 55 7:15 AM 5 3 2 0 0 3 7 2 0 0 1 10 5 0 1 4 15 2 0 0 60 7:20 AM 4 2 0 0 1 4 5 1 0 1 0 14 2 0 0 4 10 0 0 1 49 7:25 AM 5 3 0 0 0 1 5 1 0 0 1 4 2 0 3 6 13 0 0 1 45 7:30 AM 6 4 1 0 1 3 2 0 0 0 0 8 5 0 2 1 12 1 0 0 46 7:35 AM 3 5 4 0 1 4 5 1 0 1 0 21 8 0 2 7 19 2 0 0 83 7:40 AM 5 4 2 0 2 3 10 0 0 1 1 11 9 0 4 10 21 1 0 0 84 7:45 AM 7 5 2 0 1 5 12 0 0 0 2 8 13 0 10 6 18 1 0 1 91 7:50 AM 10 6 3 0 1 1 19 2 0 0 0 17 21 0 13 4 27 2 0 3 129 7:55 AM 7 10 5 0 2 3 19 1 0 0 1 12 12 0 12 17 19 1 0 2 123 875 8:00 AM 15 5 4 0 1 7 10 1 0 0 1 15 8 0 8 7 25 3 0 0 110 932 8:05 AM 16 6 4 0 1 6 10 0 0 0 1 24 5 0 3 4 16 2 0 3 101 976 8:10 AM 8 5 5 0 3 2 10 1 1 1 1 13 6 0 2 13 22 0 0 3 96 1017 8:15 AM 7 4 9 0 1 3 10 3 0 0 0 11 9 0 1 8 25 2 0 0 93 1050 8:20 AM 4 4 3 0 1 2 4 0 0 0 2 16 4 0 5 8 22 3 0 3 81 1082 8:25 AM 16 5 8 0 4 5 9 0 0 1 0 10 3 0 2 6 25 3 0 0 97 1134 8:30 AM 8 1 4 0 0 4 9 2 0 0 1 10 4 0 2 9 17 1 0 0 72 1160 8:35 AM 11 5 4 0 3 3 7 0 0 0 0 19 5 0 3 7 13 2 0 1 83 1160 8:40 AM 15 5 7 0 6 4 3 2 0 0 1 19 9 0 5 9 18 0 0 1 104 1180 8:45 AM 20 3 16 0 6 3 6 1 0 0 1 11 3 0 8 10 28 1 0 0 117 1206 8:50 AM 15 9 9 0 6 3 4 0 0 1 1 12 5 0 6 11 30 1 0 0 113 1190 8:55 AM 13 8 3 0 7 1 5 0 0 0 1 11 4 0 4 9 19 3 0 1 89 1156 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 128 84 64 0 16 44 192 16 0 0 8 176 296 0 132 112 284 44 0 20 1616 Heavy Trucks 0 0 0 4 4 0 0 4 0 0 8 0 20 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: NW Parker St -- NW Lake Rd QC JOB #: QC JOB #: 16977039 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 8 2025 150 164 17 90 43 492 19 25 363 415 0.910.91 295 570 136 43 556 181 120 98 270 399 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 4:35 PM -- 4:50 PMPeak 15-Min: 4:35 PM -- 4:50 PM 0.7 0.6 0 1.1 0 1 0 0 0.8 0 1 0.2 0.7 0 0 1.1 0.8 0 0.7 0.8 2 0 2 0 0 0 0 0 0 0 0 0 1 0 0 1 N/A N/A N/A N/A N/A N/A N/A N/A R* = RTOR 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At NW Parker St NW Parker St (Northbound)(Northbound) NW Parker St NW Parker St (Southbound)(Southbound) NW Lake RdNW Lake Rd (Eastbound)(Eastbound) NW Lake RdNW Lake Rd (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* 4:00 PM 9 3 4 0 2 3 8 1 0 0 2 41 6 0 2 2 24 2 0 0 109 4:05 PM 12 11 4 0 3 3 9 1 0 0 1 30 4 0 1 3 24 1 0 1 108 4:10 PM 9 11 5 0 2 3 5 3 0 3 5 32 4 0 0 5 26 1 0 2 116 4:15 PM 14 4 2 0 4 5 2 1 0 1 1 26 3 0 3 2 26 1 0 0 95 4:20 PM 10 10 5 0 0 3 9 0 0 3 1 25 3 0 5 5 28 3 0 0 110 4:25 PM 9 7 3 0 0 0 3 1 0 1 1 46 7 0 5 2 18 0 0 0 103 4:30 PM 9 7 4 0 1 5 9 0 0 0 4 29 14 0 7 1 27 0 0 1 118 4:35 PM 16 7 4 0 2 4 8 0 0 0 2 32 12 0 0 6 30 3 0 0 126 4:40 PM 15 12 3 0 2 2 9 1 0 1 1 41 8 0 4 4 27 0 0 1 131 4:45 PM 20 9 19 0 1 13 8 0 0 0 0 28 6 0 5 1 35 3 0 0 148 4:50 PM 22 5 5 0 2 1 4 2 0 0 2 30 4 0 5 6 33 0 0 0 121 4:55 PM 8 11 4 0 3 3 3 1 0 0 2 25 8 0 3 5 21 1 0 1 99 1384 5:00 PM 15 19 7 1 1 0 10 1 0 2 1 33 6 0 1 2 18 0 0 0 117 1392 5:05 PM 17 11 4 0 0 6 10 0 0 0 3 37 9 0 2 4 26 4 0 3 136 1420 5:10 PM 19 10 6 0 4 0 10 1 0 0 1 44 5 0 3 9 21 1 0 0 134 1438 5:15 PM 15 10 8 0 2 3 4 3 0 0 1 35 3 0 5 2 18 2 0 1 112 1455 5:20 PM 13 12 8 0 0 4 9 3 0 1 1 46 5 0 2 1 21 2 0 1 129 1474 5:25 PM 11 7 7 0 1 2 6 0 0 1 1 35 11 0 8 2 18 1 0 0 111 1482 5:30 PM 8 8 9 0 2 1 5 0 0 0 5 23 9 0 3 0 24 0 0 1 98 1462 5:35 PM 13 10 2 0 1 1 11 1 0 0 2 38 10 0 12 4 21 1 0 1 128 1464 5:40 PM 12 11 4 0 2 1 11 1 0 0 0 39 7 0 5 9 25 2 0 1 130 1463 5:45 PM 5 8 6 0 2 5 11 0 0 0 1 36 17 0 7 7 21 2 0 0 128 1443 5:50 PM 16 8 2 0 0 3 7 0 0 1 2 30 13 0 5 3 8 0 0 0 98 1420 5:55 PM 19 6 1 0 1 2 3 0 0 0 0 30 3 0 6 6 25 4 0 1 107 1428 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUUR*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R*LeftLeft ThruThru RightRight UU R*R* All Vehicles 204 112 124 0 20 76 100 8 0 4 12 404 140 0 36 44 368 28 0 4 1684 Heavy Trucks 4 0 0 0 0 0 0 0 0 0 4 0 8 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 4 0 0 4 Scooters Comments: Report generated on 4/16/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: SE 283rd Ave -- SE 23rd St QC JOB #: QC JOB #: 17021001 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 22 2025 158 286 0 109 49 0 0 96 140 0 0.890.89 0 0 0 44 88 0 190 39 153 229 Peak-Hour: 7:40 AM -- 8:40 AMPeak-Hour: 7:40 AM -- 8:40 AM Peak 15-Min: 8:20 AM -- 8:35 AMPeak 15-Min: 8:20 AM -- 8:35 AM 8.9 4.2 0 9.2 8.2 0 0 6.3 8.6 0 0 0 0 13.6 12.5 0 3.2 17.9 10.5 5.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At SE 283rd AveSE 283rd Ave (Northbound)(Northbound) SE 283rd AveSE 283rd Ave (Southbound)(Southbound) SE 23rd StSE 23rd St (Eastbound)(Eastbound) SE 23rd StSE 23rd St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 0 9 2 0 1 5 0 0 0 0 0 0 2 0 0 0 19 7:05 AM 0 6 1 0 0 4 0 0 0 0 0 0 2 0 1 0 14 7:10 AM 0 9 1 0 2 11 0 0 0 0 0 0 3 0 2 0 28 7:15 AM 0 7 2 0 3 7 0 0 0 0 0 0 4 0 1 0 24 7:20 AM 0 6 4 0 1 10 0 0 0 0 0 0 2 0 4 0 27 7:25 AM 0 6 1 0 6 3 0 0 0 0 0 0 0 0 6 0 22 7:30 AM 0 2 4 0 1 8 0 0 0 0 0 0 4 0 6 0 25 7:35 AM 0 7 6 0 0 10 0 0 0 0 0 0 5 0 2 0 30 7:40 AM 0 11 6 0 1 3 0 0 0 0 0 0 5 0 8 0 34 7:45 AM 0 9 2 0 2 12 0 0 0 0 0 0 6 0 7 0 38 7:50 AM 0 16 4 0 3 15 0 0 0 0 0 0 6 0 8 0 52 7:55 AM 0 20 3 0 2 9 0 0 0 0 0 0 7 0 11 0 52 365 8:00 AM 0 16 4 0 0 10 0 0 0 0 0 0 2 0 8 0 40 386 8:05 AM 0 17 1 0 7 9 0 0 0 0 0 0 2 0 9 0 45 417 8:10 AM 0 19 4 0 4 7 0 0 0 0 0 0 4 0 7 0 45 434 8:15 AM 0 18 2 0 9 3 0 0 0 0 0 0 3 0 5 0 40 450 8:20 AM 0 18 0 0 7 7 0 0 0 0 0 0 1 0 13 0 46 469 8:25 AM 0 24 6 0 7 10 0 0 0 0 0 0 2 0 9 0 58 505 8:30 AM 0 17 2 0 2 12 0 0 0 0 0 0 2 0 9 0 44 524 8:35 AM 0 5 5 0 5 12 0 0 0 0 0 0 4 0 2 0 33 527 8:40 AM 0 6 3 0 5 8 0 0 0 0 0 0 2 0 2 0 26 519 8:45 AM 0 4 5 0 6 6 0 0 0 0 0 0 4 0 5 0 30 511 8:50 AM 0 8 3 0 4 7 0 0 0 0 0 0 6 0 2 0 30 489 8:55 AM 0 2 6 0 5 10 0 0 0 0 0 0 2 0 1 0 26 463 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 236 32 0 64 116 0 0 0 0 0 0 20 0 124 0 592 Heavy Trucks 0 12 8 8 16 0 0 0 0 0 0 4 48 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/29/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: SE 283rd Ave -- SE 23rd St QC JOB #: QC JOB #: 17021002 CITY/STATE: CITY/STATE: Camas, WA DATE: DATE: Tue, Apr 22 2025 164 179 0 127 37 0 0 50 96 0 0.880.88 0 0 0 46 73 0 129 36 173 165 Peak-Hour: 4:00 PM -- 5:00 PMPeak-Hour: 4:00 PM -- 5:00 PM Peak 15-Min: 4:20 PM -- 4:35 PMPeak 15-Min: 4:20 PM -- 4:35 PM 4.3 4.5 0 3.9 5.4 0 0 6 5.2 0 0 0 0 4.3 9.6 0 3.9 13.9 4 6.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 5-Min Count5-Min CountPeriod Period Beginning AtBeginning At SE 283rd AveSE 283rd Ave (Northbound)(Northbound) SE 283rd AveSE 283rd Ave (Southbound)(Southbound) SE 23rd StSE 23rd St (Eastbound)(Eastbound) SE 23rd StSE 23rd St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 0 16 4 0 1 11 0 0 0 0 0 0 3 0 4 0 39 4:05 PM 0 16 2 0 5 12 0 0 0 0 0 0 2 0 2 0 39 4:10 PM 0 11 5 0 1 12 0 0 0 0 0 0 3 0 3 0 35 4:15 PM 0 11 1 0 3 6 0 0 0 0 0 0 3 0 3 0 27 4:20 PM 0 17 2 0 3 13 0 0 0 0 0 0 7 0 7 0 49 4:25 PM 0 9 5 0 2 8 0 0 0 0 0 0 5 0 6 0 35 4:30 PM 0 9 4 0 4 11 0 0 0 0 0 0 3 0 6 0 37 4:35 PM 0 3 3 0 1 11 0 0 0 0 0 0 3 0 4 0 25 4:40 PM 0 13 3 0 2 11 0 0 0 0 0 0 4 0 4 0 37 4:45 PM 0 10 2 0 5 10 0 0 0 0 0 0 5 0 2 0 34 4:50 PM 0 9 2 0 4 14 0 0 0 0 0 0 4 0 4 0 37 4:55 PM 0 5 3 0 6 8 0 0 0 0 0 0 4 0 5 0 31 425 5:00 PM 0 6 4 0 3 7 0 0 0 0 0 0 7 0 5 0 32 418 5:05 PM 0 7 0 0 3 12 0 0 0 0 0 0 8 0 2 0 32 411 5:10 PM 0 13 3 0 2 10 0 0 0 0 0 0 4 0 2 0 34 410 5:15 PM 0 10 6 0 3 11 0 0 0 0 0 0 1 0 1 0 32 415 5:20 PM 0 9 0 0 5 7 0 0 0 0 0 0 3 0 1 0 25 391 5:25 PM 0 7 5 0 5 13 0 0 0 0 0 0 2 0 2 0 34 390 5:30 PM 0 9 4 0 8 10 0 0 0 0 0 0 2 0 3 0 36 389 5:35 PM 0 10 4 0 4 7 0 0 0 0 0 0 1 0 2 0 28 392 5:40 PM 0 11 2 0 2 14 0 0 0 0 0 0 5 0 6 0 40 395 5:45 PM 0 10 0 0 6 8 0 0 0 0 0 0 2 0 3 0 29 390 5:50 PM 0 11 2 0 3 12 0 0 0 0 0 0 2 0 8 0 38 391 5:55 PM 0 15 2 0 6 12 0 0 0 0 0 0 2 0 0 0 37 397 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 140 44 0 36 128 0 0 0 0 0 0 60 0 76 0 484 Heavy Trucks 0 8 8 0 4 0 0 0 0 0 0 0 20 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 4/29/2025 4:15 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Exhibit 7 SUB25-1008 24 Type of report: Midblock Count - Volume Data LOCATION: LOCATION: NE 3rd St W of NE 257th Ave QC JOB #: QC JOB #: 16977013 SPECIFIC LOCATION:SPECIFIC LOCATION:DIRECTION: DIRECTION: EB, WB CITY/STATE: CITY/STATE: Clark, WA DATE: DATE: Apr 8 2025 - Apr 8 2025 Start TimeStart Time MonMon TueTue WedWed ThuThu FriFri Average Weekday Average Weekday Hourly TrafficHourly Traffic SatSat SunSun Average Week Average Week Hourly TrafficHourly Traffic Average Week ProfileAverage Week Profile8 Apr 25 12:00 AM 0 0 0 01:00 AM 0 0 0 02:00 AM 0 0 0 03:00 AM 0 0 0 04:00 AM 0 0 0 05:00 AM 1 1 1 06:00 AM 2 2 2 07:00 AM 4 4 4 08:00 AM 9 9 9 09:00 AM 8 8 8 10:00 AM 8 8 8 11:00 AM 1212 1212 1212 12:00 PM 77 77 77 01:00 PM 2 2 2 02:00 PM 5 5 5 03:00 PM 4 4 4 04:00 PM 4 4 4 05:00 PM 4 4 4 06:00 PM 5 5 5 07:00 PM 3 3 3 08:00 PM 1 1 1 09:00 PM 1 1 1 10:00 PM 1 1 1 11:00 PM 0 0 0 Day TotalDay Total 81 81 81 % Weekday Average 100% % Week Average 100%100% AM Peak Volume 11:00 AM 12 11:00 AM 12 11:00 AM 12 PM Peak Volume 12:00 PM 7 12:00 PM 7 12:00 PM 7 Comments: Report generated on 4/14/2025 9:25 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) Page 1 of 1 Exhibit 7 SUB25-1008 24 Type of report: Midblock Count - Volume Data LOCATION: LOCATION: NE 3rd St E of NE 257th Ave QC JOB #: QC JOB #: 16977015 SPECIFIC LOCATION:SPECIFIC LOCATION:DIRECTION: DIRECTION: EB, WB CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Apr 8 2025 - Apr 8 2025 Start TimeStart Time MonMon TueTue WedWed ThuThu FriFri Average Weekday Average Weekday Hourly TrafficHourly Traffic SatSat SunSun Average Week Average Week Hourly TrafficHourly Traffic Average Week ProfileAverage Week Profile8 Apr 25 12:00 AM 0 0 0 01:00 AM 2 2 2 02:00 AM 1 1 1 03:00 AM 0 0 0 04:00 AM 1 1 1 05:00 AM 9 9 9 06:00 AM 14 14 14 07:00 AM 31 31 31 08:00 AM 4949 4949 4949 09:00 AM 17 17 17 10:00 AM 42 42 42 11:00 AM 33 33 33 12:00 PM 22 22 22 01:00 PM 31 31 31 02:00 PM 40 40 40 03:00 PM 6868 6868 6868 04:00 PM 38 38 38 05:00 PM 35 35 35 06:00 PM 24 24 24 07:00 PM 25 25 25 08:00 PM 14 14 14 09:00 PM 11 11 11 10:00 PM 2 2 2 11:00 PM 1 1 1 Day TotalDay Total 510 510 510 % Weekday Average 100% % Week Average 100%100% AM Peak Volume 8:00 AM 49 8:00 AM 49 8:00 AM 49 PM Peak Volume 3:00 PM 68 3:00 PM 68 3:00 PM 68 Comments: Report generated on 4/14/2025 9:25 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) Page 1 of 1 Exhibit 7 SUB25-1008 24 Type of report: Midblock Count - Volume Data LOCATION: LOCATION: NE 257th Ave N of NE 3rd St QC JOB #: QC JOB #: 16977014 SPECIFIC LOCATION:SPECIFIC LOCATION:DIRECTION: DIRECTION: NB, SB CITY/STATE: CITY/STATE: Fern Prairie, WA DATE: DATE: Apr 8 2025 - Apr 8 2025 Start TimeStart Time MonMon TueTue WedWed ThuThu FriFri Average Weekday Average Weekday Hourly TrafficHourly Traffic SatSat SunSun Average Week Average Week Hourly TrafficHourly Traffic Average Week ProfileAverage Week Profile8 Apr 25 12:00 AM 0 0 0 01:00 AM 2 2 2 02:00 AM 1 1 1 03:00 AM 0 0 0 04:00 AM 1 1 1 05:00 AM 9 9 9 06:00 AM 15 15 15 07:00 AM 27 27 27 08:00 AM 4242 4242 4242 09:00 AM 15 15 15 10:00 AM 39 39 39 11:00 AM 30 30 30 12:00 PM 21 21 21 01:00 PM 29 29 29 02:00 PM 40 40 40 03:00 PM 6666 6666 6666 04:00 PM 33 33 33 05:00 PM 32 32 32 06:00 PM 20 20 20 07:00 PM 27 27 27 08:00 PM 13 13 13 09:00 PM 8 8 8 10:00 PM 4 4 4 11:00 PM 1 1 1 Day TotalDay Total 475 475 475 % Weekday Average 100% % Week Average 100%100% AM Peak Volume 8:00 AM 42 8:00 AM 42 8:00 AM 42 PM Peak Volume 3:00 PM 66 3:00 PM 66 3:00 PM 66 Comments: Report generated on 4/14/2025 9:25 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) Page 1 of 1 Exhibit 7 SUB25-1008 Appendix D: Existing Conditions Analysis Worksheets Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 1: NE 232nd Ave & NE 28th St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 110 103 50 213 2 81 2 29 1 3 5 Future Vol, veh/h 2 110 103 50 213 2 81 2 29 1 3 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-3 ---3 --0 --0 - Peak Hour Factor 72 72 72 72 72 72 72 72 72 72 72 72 Heavy Vehicles, %0 6 12 10 7 0 6 0 21 0 0 20 Mvmt Flow 3 153 143 69 296 3 113 3 40 1 4 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 299 0 0 296 0 0 667 667 224 596 738 297 Stage 1 ------230 230 -436 436 - Stage 2 ------437 438 -160 301 - Critical Hdwy 4.1 --4.2 --7.16 6.5 6.41 7.1 6.5 6.4 Critical Hdwy Stg 1 ------6.16 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.16 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.29 --3.554 4 3.489 3.5 4 3.48 Pot Cap-1 Maneuver 1274 --1221 --367 382 770 418 348 702 Stage 1 ------764 718 -603 583 - Stage 2 ------591 582 -847 668 - Platoon blocked, %---- Mov Cap-1 Maneuver 1274 --1221 --334 355 770 366 324 702 Mov Cap-2 Maneuver ------334 355 -366 324 - Stage 1 ------762 716 -562 543 - Stage 2 ------541 543 -798 667 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.07 1.53 20.12 12.86 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)392 15 --339 --470 HCM Lane V/C Ratio 0.397 0.002 --0.057 --0.027 HCM Ctrl Dly (s/v)20.1 7.8 0 -8.1 0 -12.9 HCM Lane LOS C A A -A A -B HCM 95th %tile Q(veh)1.9 0 --0.2 --0.1 Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 2: NE 242nd Ave (SR 500) & NE 28th St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 2 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 127 0 0 191 86 0 0 0 89 0 74 Future Vol, veh/h 15 127 0 0 191 86 0 0 0 89 0 74 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, %13 9 0 0 6 6 0 0 0 4 0 5 Mvmt Flow 18 149 0 0 225 101 0 0 0 105 0 87 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 326 0 0 149 0 0 409 511 149 460 460 275 Stage 1 ------185 185 -275 275 - Stage 2 ------225 326 -185 185 - Critical Hdwy 4.23 --4.1 --7.1 6.5 6.2 7.14 6.5 6.25 Critical Hdwy Stg 1 ------6.1 5.5 -6.14 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.14 5.5 - Follow-up Hdwy 2.317 --2.2 --3.5 4 3.3 3.536 4 3.345 Pot Cap-1 Maneuver 1174 --1444 --556 469 902 508 501 756 Stage 1 ------822 751 -727 686 - Stage 2 ------782 652 -812 751 - Platoon blocked, %---- Mov Cap-1 Maneuver 1174 --1444 --484 461 902 500 493 756 Mov Cap-2 Maneuver ------484 461 -500 493 - Stage 1 ------808 738 -727 686 - Stage 2 ------692 652 -799 738 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.86 0 0 13.99 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)-190 --1444 --591 HCM Lane V/C Ratio -0.015 -----0.325 HCM Ctrl Dly (s/v)0 8.1 0 -0 --14 HCM Lane LOS A A A -A --B HCM 95th %tile Q(veh)-0 --0 --1.4 Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 3: NE 249th Ave & SR 500 Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 3 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 203 24 2 231 29 0 Future Vol, veh/h 203 24 2 231 29 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, %10 4 100 6 7 0 Mvmt Flow 223 26 2 254 32 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 249 0 495 236 Stage 1 ----236 - Stage 2 ----258 - Critical Hdwy --5.1 -6.47 6.2 Critical Hdwy Stg 1 ----5.47 - Critical Hdwy Stg 2 ----5.47 - Follow-up Hdwy --3.1 -3.563 3.3 Pot Cap-1 Maneuver --906 -525 808 Stage 1 ----791 - Stage 2 ----773 - Platoon blocked, %--- Mov Cap-1 Maneuver --906 -524 808 Mov Cap-2 Maneuver ----524 - Stage 1 ----791 - Stage 2 ----771 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.08 12.32 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)524 --15 - HCM Lane V/C Ratio 0.061 --0.002 - HCM Ctrl Dly (s/v)12.3 --9 0 HCM Lane LOS B --A A HCM 95th %tile Q(veh)0.2 --0 - Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 4: NE 14th St & NE 249th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 4 Intersection Int Delay, s/veh 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 5 1 11 24 3 Future Vol, veh/h 11 5 1 11 24 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, %9 0 0 0 8 33 Mvmt Flow 16 7 1 16 35 4 Major/Minor Minor2 Major2 Conflicting Flow All 9 9 -0 Stage 1 9 9 -- Stage 2 0 0 -- Critical Hdwy 6.49 6.5 -- Critical Hdwy Stg 1 5.49 5.5 -- Critical Hdwy Stg 2 ---- Follow-up Hdwy 3.581 4 -- Pot Cap-1 Maneuver 993 889 -- Stage 1 996 892 -- Stage 2 ---- Platoon blocked, %-- Mov Cap-1 Maneuver 993 0 -- Mov Cap-2 Maneuver 993 0 -- Stage 1 996 0 -- Stage 2 -0 -- Approach EB WB HCM Ctrl Dly, s/v 8.71 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h)993 -- HCM Lane V/C Ratio 0.023 -- HCM Ctrl Dly (s/v)8.7 -- HCM Lane LOS A -- HCM 95th %tile Q(veh)0.1 -- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 5: NE 3rd St & NE 257th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 3 5 8 33 1 Future Vol, veh/h 0 3 5 8 33 1 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-3 3 --3 - Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, %0 100 40 0 9 0 Mvmt Flow 0 4 7 11 45 1 Major/Minor Minor2 Major2 Conflicting Flow All 12 12 -0 Stage 1 12 12 -- Stage 2 0 0 -- Critical Hdwy 7 8.1 -- Critical Hdwy Stg 1 6 7.1 -- Critical Hdwy Stg 2 ---- Follow-up Hdwy 3.5 4.9 -- Pot Cap-1 Maneuver 1010 721 -- Stage 1 1014 723 -- Stage 2 ---- Platoon blocked, %-- Mov Cap-1 Maneuver 1010 0 -- Mov Cap-2 Maneuver 1010 0 -- Stage 1 1014 0 -- Stage 2 -0 -- Approach EB WB HCM Ctrl Dly, s/v 0 HCM LOS - Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h)--- HCM Lane V/C Ratio --- HCM Ctrl Dly (s/v)--- HCM Lane LOS --- HCM 95th %tile Q(veh)--- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 6: NE Everett St (SR 500) & NE 3rd St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 6 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 5 33 297 3 9 142 Future Vol, veh/h 5 33 297 3 9 142 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, %60 6 3 67 0 4 Mvmt Flow 5 36 326 3 10 156 Major/Minor Minor2 Major2 Conflicting Flow All 656 3 0 0 Stage 1 656 --- Stage 2 0 --- Critical Hdwy 7.1 6.26 4.13 - Critical Hdwy Stg 1 6.1 --- Critical Hdwy Stg 2 ---- Follow-up Hdwy 4.54 3.354 2.227 - Pot Cap-1 Maneuver 320 1069 -- Stage 1 384 --- Stage 2 ---- Platoon blocked, %- Mov Cap-1 Maneuver 0 1069 -- Mov Cap-2 Maneuver 0 --- Stage 1 0 --- Stage 2 0 --- Approach EB WB HCM Ctrl Dly, s/v 8.51 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBL WBT Capacity (veh/h)1069 -- HCM Lane V/C Ratio 0.039 -- HCM Ctrl Dly (s/v)8.5 -- HCM Lane LOS A -- HCM 95th %tile Q(veh)0.1 -- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 7: NE Everett St (SR 500) & NE Everett Dr Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 7 Intersection Int Delay, s/veh 4.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 71 32 184 150 113 281 Future Vol, veh/h 71 32 184 150 113 281 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---140 - Veh in Median Storage, #0 -0 --0 Grade, %0 -2 ---2 Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %10 3 3 3 1 3 Mvmt Flow 88 40 227 185 140 347 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 946 320 0 0 412 0 Stage 1 320 ----- Stage 2 626 ----- Critical Hdwy 6.5 6.23 --4.11 - Critical Hdwy Stg 1 5.5 ----- Critical Hdwy Stg 2 5.5 ----- Follow-up Hdwy 3.59 3.327 --2.209 - Pot Cap-1 Maneuver 281 719 --1152 - Stage 1 719 ----- Stage 2 518 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 247 719 --1152 - Mov Cap-2 Maneuver 247 ----- Stage 1 719 ----- Stage 2 455 ----- Approach WB NB SB HCM Ctrl Dly, s/v 24.45 0 2.45 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--310 1152 - HCM Lane V/C Ratio --0.41 0.121 - HCM Ctrl Dly (s/v)--24.4 8.6 - HCM Lane LOS --C A - HCM 95th %tile Q(veh)--1.9 0.4 - Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 8: NE Everett St (SR 500) & SE Leadbetter Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 8 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 26 116 84 296 341 16 Future Vol, veh/h 26 116 84 296 341 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 -110 --- Veh in Median Storage, #0 --0 0 - Grade, %2 --4 -4 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %0 7 10 3 5 6 Mvmt Flow 32 143 104 365 421 20 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1004 431 441 0 -0 Stage 1 431 ----- Stage 2 573 ----- Critical Hdwy 6.8 6.47 4.2 --- Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.363 2.29 --- Pot Cap-1 Maneuver 242 599 1078 --- Stage 1 629 ----- Stage 2 533 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 219 599 1078 --- Mov Cap-2 Maneuver 219 ----- Stage 1 568 ----- Stage 2 533 ----- Approach EB NB SB HCM Ctrl Dly, s/v 17.81 1.92 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1078 -455 -- HCM Lane V/C Ratio 0.096 -0.386 -- HCM Ctrl Dly (s/v)8.7 -17.8 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.3 -1.8 -- Exhibit 7 SUB25-1008 05/01/2025 Existing 2025 AM 9: NE Everett St (SR 500) & NE 43rd Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h)333 57 327 485 66 394 Future Volume (veh/h)333 57 327 485 66 394 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1799 1814 1746 1732 1802 1997 Adj Flow Rate, veh/h 383 43 376 0 76 453 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %12 11 4 5 17 4 Cap, veh/h 486 436 588 412 1014 Arrive On Green 0.28 0.28 0.34 0.00 0.06 0.51 Sat Flow, veh/h 1713 1537 1746 1468 1716 1997 Grp Volume(v), veh/h 383 43 376 0 76 453 Grp Sat Flow(s),veh/h/ln 1713 1537 1746 1468 1716 1997 Q Serve(g_s), s 8.9 0.9 7.9 0.0 1.1 6.2 Cycle Q Clear(g_c), s 8.9 0.9 7.9 0.0 1.1 6.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 486 436 588 412 1014 V/C Ratio(X)0.79 0.10 0.64 0.18 0.45 Avail Cap(c_a), veh/h 1429 1282 1417 913 2546 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 14.3 11.4 12.1 0.0 8.3 6.8 Incr Delay (d2), s/veh 2.9 0.1 2.5 0.0 0.2 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 6.0 0.5 5.1 0.0 0.6 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 17.2 11.5 14.6 0.0 8.6 7.1 LnGrp LOS B B B A A Approach Vol, veh/h 426 376 529 Approach Delay, s/veh 16.6 14.6 7.3 Approach LOS B B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.4 19.5 26.9 16.2 Change Period (Y+Rc), s 5.0 5.0 5.0 4.0 Max Green Setting (Gmax), s 15.0 35.0 55.0 36.0 Max Q Clear Time (g_c+I1), s 3.1 9.9 8.2 10.9 Green Ext Time (p_c), s 0.1 4.5 4.0 1.4 Intersection Summary HCM 7th Control Delay, s/veh 12.3 HCM 7th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. Exhibit 7 SUB25-1008 05/01/2025 Existing 2025 AM 9: NE Everett St (SR 500) & NE 43rd Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)333 57 327 485 66 394 Future Volume (vph)333 57 327 485 66 394 Turn Type Prot Perm NA Free pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 Free 6 Detector Phase 8 8 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 5.0 4.0 5.0 Minimum Split (s)23.0 23.0 30.0 10.0 50.0 Total Split (s)40.0 40.0 40.0 20.0 60.0 Total Split (%)40.0%40.0%40.0%20.0%60.0% Yellow Time (s)3.0 3.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None Min Act Effct Green (s)22.3 22.3 23.2 65.3 32.7 32.7 Actuated g/C Ratio 0.34 0.34 0.36 1.00 0.50 0.50 v/c Ratio 0.71 0.12 0.61 0.39 0.20 0.50 Control Delay (s/veh)29.1 5.7 24.9 0.8 10.8 13.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)29.1 5.7 24.9 0.8 10.8 13.6 LOS C A C A B B Approach Delay (s/veh)25.7 10.5 13.2 Approach LOS C B B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 65.3 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay (s/veh): 14.8 Intersection LOS: B Intersection Capacity Utilization 51.0%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: NE Everett St (SR 500) & NE 43rd Ave Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 10 [NE Everett St & NW Lake Rd_ExistingAM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: NE Everett Street 7 L2 All MCs 238 7.0 238 7.0 0.346 14.0 LOS B 2.2 58.8 0.77 0.75 0.77 31.1 7 T1 All MCs 377 7.0 377 7.0 0.438 7.0 LOS A 3.3 86.4 0.81 0.67 0.81 34.3 Approach 615 7.0 615 7.0 0.438 9.7 LOS A 3.3 86.4 0.79 0.70 0.80 33.0 North: NE Everett Street 10 T1 All MCs 470 10.0 470 10.0 0.421 5.3 LOS A 3.0 81.9 0.57 0.51 0.57 34.8 2 R2 All MCs 350 2.0 350 2.0 0.283 4.9 LOS A 1.9 47.4 0.50 0.52 0.50 35.2 Approach 820 6.6 820 6.6 0.421 5.2 LOS A 3.0 81.9 0.54 0.51 0.54 34.9 West: NW Lake Road 5 L2 All MCs 561 3.0 561 3.0 0.553 13.8 LOS B 4.9 125.5 0.80 0.76 0.88 31.3 6 R2 All MCs 250 6.0 250 6.0 0.258 6.4 LOS A 1.6 42.8 0.66 0.62 0.66 34.7 Approach 811 3.9 811 3.9 0.553 11.5 LOS B 4.9 125.5 0.76 0.72 0.81 32.2 All Vehicles 2246 5.7 2246 5.7 0.553 8.7 LOS A 4.9 125.5 0.69 0.64 0.71 33.4 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specif ied in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Wednesday, April 23, 2025 11:11:50 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 11: NE Everett St (SR 500) & NE 17th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 10 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 61 14 24 310 440 36 Future Vol, veh/h 61 14 24 310 440 36 Conflicting Peds, #/hr 0 0 3 0 0 3 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 -50 --- Veh in Median Storage, #1 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, %7 7 0 6 2 0 Mvmt Flow 67 15 26 341 484 40 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 900 506 526 0 -0 Stage 1 506 ----- Stage 2 393 ----- Critical Hdwy 6.47 6.27 4.1 --- Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 2.2 --- Pot Cap-1 Maneuver 303 556 1051 --- Stage 1 595 ----- Stage 2 671 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 294 555 1048 --- Mov Cap-2 Maneuver 416 ----- Stage 1 579 ----- Stage 2 669 ----- Approach EB NB SB HCM Ctrl Dly, s/v 15.16 0.61 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1048 -436 -- HCM Lane V/C Ratio 0.025 -0.189 -- HCM Ctrl Dly (s/v)8.5 -15.2 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.1 -0.7 -- Exhibit 7 SUB25-1008 04/24/2025 Existing 2025 AM 12: NE Everett St (SR 500) & NE 15th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 25 19 4 25 78 8 233 6 81 266 106 Future Vol, veh/h 37 25 19 4 25 78 8 233 6 81 266 106 Conflicting Peds, #/hr 13 0 3 3 0 13 0 0 6 6 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------50 --50 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, %11 0 5 0 0 0 25 6 17 1 4 0 Mvmt Flow 43 29 22 5 29 90 9 268 7 93 306 122 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 866 852 370 805 909 290 428 0 0 281 0 0 Stage 1 553 553 -296 296 ------- Stage 2 314 299 -509 614 ------- Critical Hdwy 7.21 6.5 6.25 7.1 6.5 6.2 4.35 --4.11 -- Critical Hdwy Stg 1 6.21 5.5 -6.1 5.5 ------- Critical Hdwy Stg 2 6.21 5.5 -6.1 5.5 ------- Follow-up Hdwy 3.599 4 3.345 3.5 4 3.3 2.425 --2.209 -- Pot Cap-1 Maneuver 264 299 669 303 277 754 1019 --1288 -- Stage 1 502 518 -717 672 ------- Stage 2 678 670 -550 486 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 188 273 668 241 253 741 1019 --1281 -- Mov Cap-2 Maneuver 188 273 -241 253 ------- Stage 1 465 480 -707 663 ------- Stage 2 559 660 -463 451 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 26.88 14.92 0.28 1.44 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1019 --256 485 1281 -- HCM Lane V/C Ratio 0.009 --0.364 0.254 0.073 -- HCM Ctrl Dly (s/v)8.6 --26.9 14.9 8 -- HCM Lane LOS A --D B A -- HCM 95th %tile Q(veh)0 --1.6 1 0.2 -- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 13: NE Everett St (SR 500) & NE 14th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 12 Intersection Int Delay, s/veh 10.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 53 23 1 0 18 193 1 0 0 228 0 59 Future Vol, veh/h 53 23 1 0 18 193 1 0 0 228 0 59 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, %8 4 0 0 0 7 0 0 0 4 0 3 Mvmt Flow 62 27 1 0 21 227 1 0 0 268 0 69 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 585 575 35 -609 2 69 0 0 1 0 0 Stage 1 571 571 --3 ------- Stage 2 14 3 --606 ------- Critical Hdwy 7.18 6.54 6.2 -6.5 6.27 4.1 --4.14 -- Critical Hdwy Stg 1 6.18 5.54 --5.5 ------- Critical Hdwy Stg 2 6.18 5.54 --5.5 ------- Follow-up Hdwy 3.572 4.036 3.3 -4 3.363 2.2 --2.236 -- Pot Cap-1 Maneuver 414 426 1044 0 412 1068 1544 --1609 -- Stage 1 495 502 -0 897 ------- Stage 2 991 889 -0 490 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 254 351 1044 -340 1066 1544 --1607 -- Mov Cap-2 Maneuver 254 351 --340 ------- Stage 1 409 414 --896 ------- Stage 2 760 888 --404 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 23.89 10.51 7.33 6.11 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1544 --280 901 1192 -- HCM Lane V/C Ratio 0.001 --0.324 0.275 0.167 -- HCM Ctrl Dly (s/v)7.3 0 -23.9 10.5 7.7 0 - HCM Lane LOS A A -C B A A - HCM 95th %tile Q(veh)0 --1.4 1.1 0.6 -- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 14: NE 6th Ave & Division St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 13 Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 141 411 596 20 11 206 Future Vol, veh/h 141 411 596 20 11 206 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 50 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 --8 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %5 7 5 10 0 1 Mvmt Flow 153 447 648 22 12 224 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 670 0 -0 1189 335 Stage 1 ----659 - Stage 2 ----530 - Critical Hdwy 4.2 ---5.2 6.12 Critical Hdwy Stg 1 ----4.2 - Critical Hdwy Stg 2 ----4.2 - Follow-up Hdwy 2.25 ---3.5 3.31 Pot Cap-1 Maneuver 897 ---312 715 Stage 1 ----646 - Stage 2 ----709 - Platoon blocked, %--- Mov Cap-1 Maneuver 897 ---251 715 Mov Cap-2 Maneuver ----251 - Stage 1 ----520 - Stage 2 ----709 - Approach EB WB SB HCM Ctrl Dly, s/v 3.36 0 12.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)785 ---251 715 HCM Lane V/C Ratio 0.171 ---0.048 0.313 HCM Ctrl Dly (s/v)9.8 1.1 --20.1 12.3 HCM Lane LOS A A --C B HCM 95th %tile Q(veh)0.6 ---0.1 1.3 Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 15: NW Lacamas Ln & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 14 Intersection Int Delay, s/veh 2.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 570 2 61 468 4 172 Future Vol, veh/h 570 2 61 468 4 172 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --105 -85 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 -6 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, %6 0 3 3 0 0 Mvmt Flow 655 2 70 538 5 198 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 657 0 1334 656 Stage 1 ----656 - Stage 2 ----678 - Critical Hdwy --4.13 -5.2 5.6 Critical Hdwy Stg 1 ----4.2 - Critical Hdwy Stg 2 ----4.2 - Follow-up Hdwy --2.227 -3.5 3.3 Pot Cap-1 Maneuver --925 -267 523 Stage 1 ----647 - Stage 2 ----637 - Platoon blocked, %--- Mov Cap-1 Maneuver --925 -247 523 Mov Cap-2 Maneuver ----247 - Stage 1 ----647 - Stage 2 ----588 - Approach EB WB NB HCM Ctrl Dly, s/v 0 1.06 16.09 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)247 523 --925 - HCM Lane V/C Ratio 0.019 0.378 --0.076 - HCM Ctrl Dly (s/v)19.9 16 --9.2 - HCM Lane LOS C C --A - HCM 95th %tile Q(veh)0.1 1.7 --0.2 - Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 16: NW Sierra St & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 15 Intersection Int Delay, s/veh 5.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 394 87 71 381 92 164 Future Vol, veh/h 394 87 71 381 92 164 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --100 -110 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %5 7 11 2 3 7 Mvmt Flow 438 97 79 423 102 182 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 534 0 1067 486 Stage 1 ----486 - Stage 2 ----581 - Critical Hdwy --4.21 -6.43 6.27 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.299 -3.527 3.363 Pot Cap-1 Maneuver --989 -245 571 Stage 1 ----616 - Stage 2 ----557 - Platoon blocked, %--- Mov Cap-1 Maneuver --989 -225 571 Mov Cap-2 Maneuver ----225 - Stage 1 ----616 - Stage 2 ----513 - Approach EB WB NB HCM Ctrl Dly, s/v 0 1.41 21.2 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)225 571 --989 - HCM Lane V/C Ratio 0.454 0.319 --0.08 - HCM Ctrl Dly (s/v)33.6 14.2 --9 - HCM Lane LOS D B --A - HCM 95th %tile Q(veh)2.2 1.4 --0.3 - Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 AM 17: NW Leadbetter Dr & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 16 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 303 11 102 377 6 3 9 170 8 9 8 Future Vol, veh/h 7 303 11 102 377 6 3 9 170 8 9 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 90 --130 -------- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %0 4 18 2 2 33 0 22 8 0 0 12 Mvmt Flow 8 329 12 111 410 7 3 10 185 9 10 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 416 0 0 341 0 0 987 989 335 984 991 413 Stage 1 ------351 351 -635 635 - Stage 2 ------636 638 -349 357 - Critical Hdwy 4.1 --4.12 --7.1 6.72 6.28 7.1 6.5 6.32 Critical Hdwy Stg 1 ------6.1 5.72 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.72 -6.1 5.5 - Follow-up Hdwy 2.2 --2.218 --3.5 4.198 3.372 3.5 4 3.408 Pot Cap-1 Maneuver 1154 --1218 --228 228 693 229 248 618 Stage 1 ------670 599 -470 476 - Stage 2 ------469 441 -671 632 - Platoon blocked, %---- Mov Cap-1 Maneuver 1154 --1218 --195 206 693 145 224 618 Mov Cap-2 Maneuver ------195 206 -145 224 - Stage 1 ------666 595 -427 432 - Stage 2 ------411 401 -481 628 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.18 1.74 13.97 22.64 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)598 1154 --1218 --231 HCM Lane V/C Ratio 0.331 0.007 --0.091 --0.118 HCM Ctrl Dly (s/v)14 8.1 --8.3 --22.6 HCM Lane LOS B A --A --C HCM 95th %tile Q(veh)1.4 0 --0.3 --0.4 Exhibit 7 SUB25-1008 05/01/2025 Existing 2025 AM 18: NW Parker St & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)9 177 153 102 257 36 137 59 101 44 116 15 Future Volume (veh/h)9 177 153 102 257 36 137 59 101 44 116 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 0.99 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 1574 1841 1856 1900 1870 1826 1885 1856 1841 1796 1856 1900 Adj Flow Rate, veh/h 11 213 107 123 310 24 165 71 87 53 140 16 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %22 4 3 0 2 5 1 3 4 7 3 0 Cap, veh/h 385 311 266 397 553 43 405 121 149 386 251 29 Arrive On Green 0.11 0.17 0.17 0.10 0.17 0.17 0.09 0.16 0.16 0.09 0.15 0.15 Sat Flow, veh/h 1499 1841 1572 1810 3343 257 1795 754 924 1711 1632 186 Grp Volume(v), veh/h 11 213 107 123 164 170 165 0 158 53 0 156 Grp Sat Flow(s),veh/h/ln 1499 1841 1572 1810 1777 1824 1795 0 1679 1711 0 1818 Q Serve(g_s), s 0.0 5.3 2.9 0.0 4.1 4.1 0.0 0.0 4.2 0.0 0.0 3.8 Cycle Q Clear(g_c), s 0.0 5.3 2.9 0.0 4.1 4.1 0.0 0.0 4.2 0.0 0.0 3.8 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.55 1.00 0.10 Lane Grp Cap(c), veh/h 385 311 266 397 294 302 405 0 270 386 0 279 V/C Ratio(X)0.03 0.68 0.40 0.31 0.56 0.56 0.41 0.00 0.59 0.14 0.00 0.56 Avail Cap(c_a), veh/h 514 1496 1278 933 1819 1868 604 0 837 559 0 891 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.0 18.9 17.9 18.8 18.5 18.6 18.9 0.0 18.8 17.9 0.0 18.9 Incr Delay (d2), s/veh 0.0 1.0 0.4 0.2 0.6 0.6 0.7 0.0 0.8 0.2 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.2 3.6 1.7 2.0 2.7 2.8 2.8 0.0 2.7 0.9 0.0 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.0 19.9 18.3 18.9 19.2 19.2 19.6 0.0 19.5 18.0 0.0 19.6 LnGrp LOS B B B B B B B B B B Approach Vol, veh/h 331 457 323 209 Approach Delay, s/veh 19.2 19.1 19.6 19.2 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 13.9 10.1 13.7 11.1 13.5 10.1 13.7 Change Period (Y+Rc), s 5.7 5.7 * 5.6 5.9 5.7 * 5.5 5.6 * 6.3 Max Green Setting (Gmax), s 19.3 39.3 * 9.4 24.1 9.5 * 50 9.8 * 24 Max Q Clear Time (g_c+I1), s 2.0 7.3 2.0 6.2 2.0 6.1 2.0 5.8 Green Ext Time (p_c), s 0.1 0.9 0.0 0.5 0.0 1.2 0.2 0.5 Intersection Summary HCM 7th Control Delay, s/veh 19.3 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Exhibit 7 SUB25-1008 05/01/2025 Existing 2025 AM 18: NW Parker St & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)9 177 153 102 257 137 59 44 116 Future Volume (vph)9 177 153 102 257 137 59 44 116 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 2 6 4 8 Detector Phase 5 2 2 1 6 7 4 3 8 Switch Phase Minimum Initial (s)5.0 8.0 8.0 5.0 8.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.5 26.7 26.7 10.7 20.5 10.2 29.2 10.6 33.3 Total Split (s)15.0 45.0 45.0 25.0 55.0 15.0 30.0 15.0 30.0 Total Split (%)13.0%39.1%39.1%21.7%47.8%13.0%26.1%13.0%26.1% Yellow Time (s)3.0 4.0 4.0 3.0 3.6 3.0 3.6 3.0 3.0 All-Red Time (s)2.5 1.7 1.7 2.7 1.9 2.2 2.3 2.6 3.3 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)5.5 5.7 5.7 5.7 5.5 5.2 5.9 5.6 6.3 Lead/Lag Lag Lead Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None None None None Act Effct Green (s)17.9 12.0 12.0 20.4 18.3 21.7 16.9 16.6 9.8 Actuated g/C Ratio 0.32 0.22 0.22 0.37 0.33 0.39 0.30 0.30 0.18 v/c Ratio 0.03 0.54 0.38 0.26 0.31 0.30 0.36 0.13 0.49 Control Delay (s/veh)13.8 27.1 6.3 15.2 16.0 13.9 15.5 12.9 28.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)13.8 27.1 6.3 15.2 16.0 13.9 15.5 12.9 28.0 LOS B C A B B B B B C Approach Delay (s/veh)17.4 15.8 14.7 24.2 Approach LOS B B B C Intersection Summary Cycle Length: 115 Actuated Cycle Length: 55.5 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.54 Intersection Signal Delay (s/veh): 17.2 Intersection LOS: B Intersection Capacity Utilization 49.3%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 18: NW Parker St & NW Lake Rd Exhibit 7 SUB25-1008 04/30/2025 Existing 2025 AM 19: SE 283rd Ave & SE 23rd St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 3.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 44 96 190 39 49 109 Future Vol, veh/h 44 96 190 39 49 109 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 -2 --2 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, %14 6 3 18 8 9 Mvmt Flow 49 108 213 44 55 122 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 468 235 0 0 257 0 Stage 1 235 ----- Stage 2 233 ----- Critical Hdwy 5.94 5.96 --4.18 - Critical Hdwy Stg 1 4.94 ----- Critical Hdwy Stg 2 4.94 ----- Follow-up Hdwy 3.626 3.354 --2.272 - Pot Cap-1 Maneuver 575 810 --1273 - Stage 1 807 ----- Stage 2 809 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 549 810 --1273 - Mov Cap-2 Maneuver 549 ----- Stage 1 807 ----- Stage 2 772 ----- Approach WB NB SB HCM Ctrl Dly, s/v 11.58 0 2.47 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--704 558 - HCM Lane V/C Ratio --0.223 0.043 - HCM Ctrl Dly (s/v)--11.6 8 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.9 0.1 - Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 1: NE 232nd Ave & NE 28th St Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 302 73 6 157 0 60 0 6 1 1 3 Future Vol, veh/h 5 302 73 6 157 0 60 0 6 1 1 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-3 ---3 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %0 1 0 0 3 0 3 0 0 100 0 0 Mvmt Flow 5 321 78 6 167 0 64 0 6 1 1 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 167 0 0 399 0 0 551 551 360 512 589 167 Stage 1 ------371 371 -180 180 - Stage 2 ------180 180 -332 410 - Critical Hdwy 4.1 --4.1 --7.13 6.5 6.2 8.1 6.5 6.2 Critical Hdwy Stg 1 ------6.13 5.5 -7.1 5.5 - Critical Hdwy Stg 2 ------6.13 5.5 -7.1 5.5 - Follow-up Hdwy 2.2 --2.2 --3.527 4 3.3 4.4 4 3.3 Pot Cap-1 Maneuver 1423 --1171 --443 445 689 348 423 882 Stage 1 ------647 623 -639 754 - Stage 2 ------819 754 -517 599 - Platoon blocked, %---- Mov Cap-1 Maneuver 1423 --1171 --436 440 689 341 419 882 Mov Cap-2 Maneuver ------436 440 -341 419 - Stage 1 ------644 620 -635 750 - Stage 2 ------810 750 -510 596 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.1 0.3 14.45 11.34 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)451 23 --66 --573 HCM Lane V/C Ratio 0.156 0.004 --0.005 --0.009 HCM Ctrl Dly (s/v)14.4 7.5 0 -8.1 0 -11.3 HCM Lane LOS B A A -A A -B HCM 95th %tile Q(veh)0.5 0 --0 --0 Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 2: NE 242nd Ave (SR 500) & NE 28th St Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 2 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 74 231 0 0 125 101 0 0 0 128 0 40 Future Vol, veh/h 74 231 0 0 125 101 0 0 0 128 0 40 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, %3 1 0 0 2 6 0 0 0 3 0 0 Mvmt Flow 82 257 0 0 139 112 0 0 0 142 0 44 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 251 0 0 257 0 0 560 672 257 616 616 195 Stage 1 ------421 421 -195 195 - Stage 2 ------139 251 -421 421 - Critical Hdwy 4.13 --4.1 --7.1 6.5 6.2 7.13 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.13 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.13 5.5 - Follow-up Hdwy 2.227 --2.2 --3.5 4 3.3 3.527 4 3.3 Pot Cap-1 Maneuver 1308 --1320 --442 380 787 401 409 851 Stage 1 ------614 592 -804 743 - Stage 2 ------869 703 -608 592 - Platoon blocked, %---- Mov Cap-1 Maneuver 1308 --1320 --388 352 787 372 379 851 Mov Cap-2 Maneuver ------388 352 -372 379 - Stage 1 ------569 549 -804 743 - Stage 2 ------824 703 -564 549 - Approach EB WB NB SB HCM Ctrl Dly, s/v 1.93 0 0 19.67 HCM LOS A C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)-437 --1320 --429 HCM Lane V/C Ratio -0.063 -----0.435 HCM Ctrl Dly (s/v)0 7.9 0 -0 --19.7 HCM Lane LOS A A A -A --C HCM 95th %tile Q(veh)-0.2 --0 --2.2 Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 3: NE 249th Ave & NE 25th St (SR 500)Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 3 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 341 29 2 211 15 4 Future Vol, veh/h 341 29 2 211 15 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, %1 3 50 4 7 0 Mvmt Flow 388 33 2 240 17 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 420 0 648 404 Stage 1 ----404 - Stage 2 ----244 - Critical Hdwy --4.6 -6.47 6.2 Critical Hdwy Stg 1 ----5.47 - Critical Hdwy Stg 2 ----5.47 - Follow-up Hdwy --2.65 -3.563 3.3 Pot Cap-1 Maneuver --923 -427 651 Stage 1 ----663 - Stage 2 ----785 - Platoon blocked, %--- Mov Cap-1 Maneuver --923 -426 651 Mov Cap-2 Maneuver ----426 - Stage 1 ----663 - Stage 2 ----782 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.08 13.23 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)459 --17 - HCM Lane V/C Ratio 0.047 --0.002 - HCM Ctrl Dly (s/v)13.2 --8.9 0 HCM Lane LOS B --A A HCM 95th %tile Q(veh)0.1 --0 - Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 4: NE 14th St & NE 249th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 4 Intersection Int Delay, s/veh 2.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 5 7 14 17 12 Future Vol, veh/h 5 5 7 14 17 12 Conflicting Peds, #/hr 0 0 0 0 0 1 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 68 68 68 68 68 68 Heavy Vehicles, %20 0 0 0 0 8 Mvmt Flow 7 7 10 21 25 18 Major/Minor Minor2 Major2 Conflicting Flow All 21 21 -0 Stage 1 21 21 -- Stage 2 0 0 -- Critical Hdwy 6.6 6.5 -- Critical Hdwy Stg 1 5.6 5.5 -- Critical Hdwy Stg 2 ---- Follow-up Hdwy 3.68 4 -- Pot Cap-1 Maneuver 952 877 -- Stage 1 957 882 -- Stage 2 ---- Platoon blocked, %-- Mov Cap-1 Maneuver 952 0 -- Mov Cap-2 Maneuver 952 0 -- Stage 1 957 0 -- Stage 2 -0 -- Approach EB WB HCM Ctrl Dly, s/v 8.84 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h)952 -- HCM Lane V/C Ratio 0.015 -- HCM Ctrl Dly (s/v)8.8 -- HCM Lane LOS A -- HCM 95th %tile Q(veh)0 -- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 5: NE 3rd St & NE 257th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 5 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 0 0 21 17 0 Future Vol, veh/h 1 0 0 21 17 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-3 3 --3 - Peak Hour Factor 65 65 65 65 65 65 Heavy Vehicles, %0 0 0 0 0 0 Mvmt Flow 2 0 0 32 26 0 Major/Minor Minor2 Major2 Conflicting Flow All 16 16 -0 Stage 1 16 16 -- Stage 2 0 0 -- Critical Hdwy 7 7.1 -- Critical Hdwy Stg 1 6 6.1 -- Critical Hdwy Stg 2 ---- Follow-up Hdwy 3.5 4 -- Pot Cap-1 Maneuver 1005 880 -- Stage 1 1009 884 -- Stage 2 ---- Platoon blocked, %-- Mov Cap-1 Maneuver 1005 0 -- Mov Cap-2 Maneuver 1005 0 -- Stage 1 1009 0 -- Stage 2 -0 -- Approach EB WB HCM Ctrl Dly, s/v 8.59 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h)1005 -- HCM Lane V/C Ratio 0.002 -- HCM Ctrl Dly (s/v)8.6 -- HCM Lane LOS A -- HCM 95th %tile Q(veh)0 -- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 6: NE Everett St (SR 500) & NE 3rd St Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 6 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 5 15 132 5 16 187 Future Vol, veh/h 5 15 132 5 16 187 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, %0 0 2 0 6 1 Mvmt Flow 6 17 150 6 18 213 Major/Minor Minor2 Major2 Conflicting Flow All 306 6 0 0 Stage 1 306 --- Stage 2 0 --- Critical Hdwy 6.5 6.2 4.12 - Critical Hdwy Stg 1 5.5 --- Critical Hdwy Stg 2 ---- Follow-up Hdwy 4 3.3 2.218 - Pot Cap-1 Maneuver 611 1083 -- Stage 1 665 --- Stage 2 ---- Platoon blocked, %- Mov Cap-1 Maneuver 0 1083 -- Mov Cap-2 Maneuver 0 --- Stage 1 0 --- Stage 2 0 --- Approach EB WB HCM Ctrl Dly, s/v 8.4 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBL WBT Capacity (veh/h)1083 -- HCM Lane V/C Ratio 0.021 -- HCM Ctrl Dly (s/v)8.4 -- HCM Lane LOS A -- HCM 95th %tile Q(veh)0.1 -- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 7: NE Everett St (SR 500) & NE Everett Dr Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 7 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 20 198 29 19 138 Future Vol, veh/h 50 20 198 29 19 138 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---140 - Veh in Median Storage, #0 -0 --0 Grade, %0 -2 ---2 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, %0 0 1 0 0 2 Mvmt Flow 56 22 222 33 21 155 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 437 239 0 0 255 0 Stage 1 239 ----- Stage 2 198 ----- Critical Hdwy 6.4 6.2 --4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 --2.2 - Pot Cap-1 Maneuver 581 805 --1322 - Stage 1 806 ----- Stage 2 840 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 572 805 --1322 - Mov Cap-2 Maneuver 572 ----- Stage 1 806 ----- Stage 2 827 ----- Approach WB NB SB HCM Ctrl Dly, s/v 11.61 0 0.94 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--623 1322 - HCM Lane V/C Ratio --0.126 0.016 - HCM Ctrl Dly (s/v)--11.6 7.8 - HCM Lane LOS --B A - HCM 95th %tile Q(veh)--0.4 0 - Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 8: NE Everett St (SR 500) & SE Leadbetter Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 8 Intersection Int Delay, s/veh 3.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 104 80 211 180 3 Future Vol, veh/h 9 104 80 211 180 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 -110 --- Veh in Median Storage, #0 --0 0 - Grade, %2 --4 -4 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %0 4 2 0 1 0 Mvmt Flow 10 113 87 229 196 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 601 197 199 0 -0 Stage 1 197 ----- Stage 2 403 ----- Critical Hdwy 6.8 6.44 4.12 --- Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.336 2.218 --- Pot Cap-1 Maneuver 437 830 1373 --- Stage 1 823 ----- Stage 2 649 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 409 830 1373 --- Mov Cap-2 Maneuver 409 ----- Stage 1 771 ----- Stage 2 649 ----- Approach EB NB SB HCM Ctrl Dly, s/v 10.59 2.14 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1373 -767 -- HCM Lane V/C Ratio 0.063 -0.16 -- HCM Ctrl Dly (s/v)7.8 -10.6 -- HCM Lane LOS A -B -- HCM 95th %tile Q(veh)0.2 -0.6 -- Exhibit 7 SUB25-1008 05/01/2025 Existing 2025 PM 9: NE Everett St (SR 500) & NE 43rd Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h)224 19 269 298 22 266 Future Volume (veh/h)224 19 269 298 22 266 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1979 1979 1791 1806 2057 2012 Adj Flow Rate, veh/h 238 10 286 0 23 283 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %0 0 1 0 0 3 Cap, veh/h 346 308 564 514 1024 Arrive On Green 0.18 0.18 0.31 0.00 0.02 0.51 Sat Flow, veh/h 1884 1677 1791 1530 1959 2012 Grp Volume(v), veh/h 238 10 286 0 23 283 Grp Sat Flow(s),veh/h/ln 1884 1677 1791 1530 1959 2012 Q Serve(g_s), s 3.5 0.1 3.8 0.0 0.2 2.4 Cycle Q Clear(g_c), s 3.5 0.1 3.8 0.0 0.2 2.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 346 308 564 514 1024 V/C Ratio(X)0.69 0.03 0.51 0.04 0.28 Avail Cap(c_a), veh/h 2316 2061 2140 1471 3779 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 11.2 9.8 8.2 0.0 5.8 4.1 Incr Delay (d2), s/veh 2.4 0.0 1.5 0.0 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 2.4 0.1 2.1 0.0 0.1 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 13.6 9.9 9.7 0.0 5.8 4.3 LnGrp LOS B A A A A Approach Vol, veh/h 248 286 306 Approach Delay, s/veh 13.4 9.7 4.4 Approach LOS B A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.7 14.2 19.9 9.4 Change Period (Y+Rc), s 5.0 5.0 5.0 4.0 Max Green Setting (Gmax), s 15.0 35.0 55.0 36.0 Max Q Clear Time (g_c+I1), s 2.2 5.8 4.4 5.5 Green Ext Time (p_c), s 0.0 3.4 2.3 0.8 Intersection Summary HCM 7th Control Delay, s/veh 8.9 HCM 7th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. Exhibit 7 SUB25-1008 05/01/2025 Existing 2025 PM 9: NE Everett St (SR 500) & NE 43rd Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)224 19 269 298 22 266 Future Volume (vph)224 19 269 298 22 266 Turn Type Prot Perm NA Free pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 Free 6 Detector Phase 8 8 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 5.0 4.0 5.0 Minimum Split (s)23.0 23.0 30.0 10.0 50.0 Total Split (s)40.0 40.0 40.0 20.0 60.0 Total Split (%)40.0%40.0%40.0%20.0%60.0% Yellow Time (s)3.0 3.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None Min Act Effct Green (s)12.1 12.1 17.7 40.9 19.2 19.2 Actuated g/C Ratio 0.30 0.30 0.43 1.00 0.47 0.47 v/c Ratio 0.46 0.04 0.37 0.21 0.04 0.33 Control Delay (s/veh)15.6 7.0 11.6 0.3 6.7 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)15.6 7.0 11.6 0.3 6.7 8.5 LOS B A B A A A Approach Delay (s/veh)15.0 5.7 8.3 Approach LOS B A A Intersection Summary Cycle Length: 100 Actuated Cycle Length: 40.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay (s/veh): 8.4 Intersection LOS: A Intersection Capacity Utilization 38.2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: NE Everett St (SR 500) & NE 43rd Ave Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 10 [NE Everett St & NW Lake Rd_ExistingPM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: NE Everett Street 3 L2 All MCs 281 0.0 281 0.0 0.264 11.5 LOS B 1.6 39.6 0.53 0.66 0.53 32.0 8 T1 All MCs 359 1.0 359 1.0 0.295 4.9 LOS A 1.9 47.1 0.53 0.50 0.53 35.3 Approach 639 0.6 639 0.6 0.295 7.8 LOS A 1.9 47.1 0.53 0.57 0.53 33.7 North: NE Everett Street 4 T1 All MCs 289 2.0 289 2.0 0.234 4.9 LOS A 1.4 35.9 0.48 0.48 0.48 35.3 14 R2 All MCs 265 0.0 265 0.0 0.208 4.9 LOS A 1.2 31.1 0.46 0.52 0.46 35.3 Approach 554 1.0 554 1.0 0.234 4.9 LOS A 1.4 35.9 0.47 0.50 0.47 35.3 West: NW Lake Road 5 L2 All MCs 323 1.0 323 1.0 0.258 11.1 LOS B 1.6 39.8 0.49 0.64 0.49 32.0 12 R2 All MCs 371 0.0 371 0.0 0.292 5.0 LOS A 1.8 46.2 0.50 0.53 0.50 35.2 Approach 695 0.5 695 0.5 0.292 7.8 LOS A 1.8 46.2 0.49 0.58 0.49 33.6 All Vehicles 1888 0.7 1888 0.7 0.295 6.9 LOS A 1.9 47.1 0.50 0.55 0.50 34.1 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specif ied in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Monday, May 19, 2025 2:56:41 PM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 11: NE Everett St (SR 500) & NE 17th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 10 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 50 18 56 400 425 43 Future Vol, veh/h 50 18 56 400 425 43 Conflicting Peds, #/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 -50 --- Veh in Median Storage, #1 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %0 0 4 0 0 2 Mvmt Flow 53 19 59 421 447 45 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1015 476 499 0 -0 Stage 1 476 ----- Stage 2 539 ----- Critical Hdwy 6.4 6.2 4.14 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.236 --- Pot Cap-1 Maneuver 266 593 1055 --- Stage 1 629 ----- Stage 2 589 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 249 590 1050 --- Mov Cap-2 Maneuver 382 ----- Stage 1 591 ----- Stage 2 586 ----- Approach EB NB SB HCM Ctrl Dly, s/v 15.29 1.06 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1050 -421 -- HCM Lane V/C Ratio 0.056 -0.17 -- HCM Ctrl Dly (s/v)8.6 -15.3 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.2 -0.6 -- Exhibit 7 SUB25-1008 04/24/2025 Existing 2025 PM 12: NE Everett St (SR 500) & NE 15th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 10 33 6 8 28 12 383 3 40 325 78 Future Vol, veh/h 45 10 33 6 8 28 12 383 3 40 325 78 Conflicting Peds, #/hr 2 0 0 0 0 2 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------50 --50 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %0 10 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 48 11 35 6 9 30 13 407 3 43 346 83 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 912 909 387 871 948 411 429 0 0 411 0 0 Stage 1 472 472 -435 435 ------- Stage 2 439 436 -436 514 ------- Critical Hdwy 7.1 6.6 6.2 7.1 6.5 6.2 4.1 --4.1 -- Critical Hdwy Stg 1 6.1 5.6 -6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.6 -6.1 5.5 ------- Follow-up Hdwy 3.5 4.09 3.3 3.5 4 3.3 2.2 --2.2 -- Pot Cap-1 Maneuver 257 267 665 274 263 645 1142 --1159 -- Stage 1 576 546 -604 584 ------- Stage 2 600 566 -603 539 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 225 254 665 237 250 644 1142 --1159 -- Mov Cap-2 Maneuver 225 254 -237 250 ------- Stage 1 555 525 -597 578 ------- Stage 2 557 560 -539 519 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 21.95 14.67 0.25 0.74 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1142 --305 417 1159 -- HCM Lane V/C Ratio 0.011 --0.307 0.107 0.037 -- HCM Ctrl Dly (s/v)8.2 --22 14.7 8.2 -- HCM Lane LOS A --C B A -- HCM 95th %tile Q(veh)0 --1.3 0.4 0.1 -- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 13: NE Everett St (SR 500) & NE 14th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 12 Intersection Int Delay, s/veh 14.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 73 31 0 0 24 301 0 1 0 325 0 44 Future Vol, veh/h 73 31 0 0 24 301 0 1 0 325 0 44 Conflicting Peds, #/hr 3 0 2 2 0 3 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %0 3 0 0 0 2 0 0 0 1 0 0 Mvmt Flow 79 34 0 0 26 327 0 1 0 353 0 48 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 748 733 26 -756 5 48 0 0 2 0 0 Stage 1 730 730 --2 ------- Stage 2 17 2 --754 ------- Critical Hdwy 7.1 6.53 6.2 -6.5 6.22 4.1 --4.11 -- Critical Hdwy Stg 1 6.1 5.53 --5.5 ------- Critical Hdwy Stg 2 6.1 5.53 --5.5 ------- Follow-up Hdwy 3.5 4.027 3.3 -4 3.318 2.2 --2.209 -- Pot Cap-1 Maneuver 331 347 1056 0 340 1078 1572 --1627 -- Stage 1 417 426 -0 898 ------- Stage 2 1007 892 -0 420 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 164 269 1054 -263 1074 1572 --1625 -- Mov Cap-2 Maneuver 164 269 --263 ------- Stage 1 323 330 --897 ------- Stage 2 678 891 --326 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 50.65 11.87 0 6.9 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1572 --186 875 1321 -- HCM Lane V/C Ratio ---0.609 0.404 0.217 -- HCM Ctrl Dly (s/v)0 --50.7 11.9 7.8 0 - HCM Lane LOS A --F B A A - HCM 95th %tile Q(veh)0 --3.4 2 0.8 -- Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 14: NE 6th Ave & Division St Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 13 Intersection Int Delay, s/veh 2.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 165 686 568 28 8 111 Future Vol, veh/h 165 686 568 28 8 111 Conflicting Peds, #/hr 3 0 0 3 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 50 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 --8 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %1 1 2 0 0 1 Mvmt Flow 174 722 598 29 8 117 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 630 0 -0 1324 317 Stage 1 ----616 - Stage 2 ----708 - Critical Hdwy 4.12 ---5.2 6.12 Critical Hdwy Stg 1 ----4.2 - Critical Hdwy Stg 2 ----4.2 - Follow-up Hdwy 2.21 ---3.5 3.31 Pot Cap-1 Maneuver 955 ---270 732 Stage 1 ----667 - Stage 2 ----623 - Platoon blocked, %--- Mov Cap-1 Maneuver 952 ---207 730 Mov Cap-2 Maneuver ----207 - Stage 1 ----513 - Stage 2 ----621 - Approach EB WB SB HCM Ctrl Dly, s/v 3.06 0 11.69 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)698 ---207 730 HCM Lane V/C Ratio 0.182 ---0.041 0.16 HCM Ctrl Dly (s/v)9.6 1.5 --23.1 10.9 HCM Lane LOS A A --C B HCM 95th %tile Q(veh)0.7 ---0.1 0.6 Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 15: NW Lacamas Ln & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 14 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 601 3 78 436 10 60 Future Vol, veh/h 601 3 78 436 10 60 Conflicting Peds, #/hr 0 0 0 0 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --105 -85 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 -6 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %0 0 0 0 0 0 Mvmt Flow 639 3 83 464 11 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 643 0 1271 642 Stage 1 ----641 - Stage 2 ----630 - Critical Hdwy --4.1 -5.2 5.6 Critical Hdwy Stg 1 ----4.2 - Critical Hdwy Stg 2 ----4.2 - Follow-up Hdwy --2.2 -3.5 3.3 Pot Cap-1 Maneuver --952 -286 532 Stage 1 ----654 - Stage 2 ----660 - Platoon blocked, %--- Mov Cap-1 Maneuver --952 -261 531 Mov Cap-2 Maneuver ----261 - Stage 1 ----654 - Stage 2 ----602 - Approach EB WB NB HCM Ctrl Dly, s/v 0 1.39 13.66 HCM LOS B Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)261 531 --952 - HCM Lane V/C Ratio 0.041 0.12 --0.087 - HCM Ctrl Dly (s/v)19.4 12.7 --9.1 - HCM Lane LOS C B --A - HCM 95th %tile Q(veh)0.1 0.4 --0.3 - Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 16: NW Sierra St & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 15 Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 511 145 95 340 72 100 Future Vol, veh/h 511 145 95 340 72 100 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --100 -110 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %0 0 1 0 3 1 Mvmt Flow 538 153 100 358 76 105 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 691 0 1172 614 Stage 1 ----614 - Stage 2 ----558 - Critical Hdwy --4.11 -6.43 6.21 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.209 -3.527 3.309 Pot Cap-1 Maneuver --909 -212 494 Stage 1 ----538 - Stage 2 ----571 - Platoon blocked, %--- Mov Cap-1 Maneuver --909 -188 494 Mov Cap-2 Maneuver ----188 - Stage 1 ----538 - Stage 2 ----508 - Approach EB WB NB HCM Ctrl Dly, s/v 0 2.06 23.54 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)188 494 --909 - HCM Lane V/C Ratio 0.403 0.213 --0.11 - HCM Ctrl Dly (s/v)36.4 14.3 --9.5 - HCM Lane LOS E B --A - HCM 95th %tile Q(veh)1.8 0.8 --0.4 - Exhibit 7 SUB25-1008 04/23/2025 Existing 2025 PM 17: NW Leadbetter Dr & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 16 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 527 6 70 337 6 3 5 115 10 7 13 Future Vol, veh/h 7 527 6 70 337 6 3 5 115 10 7 13 Conflicting Peds, #/hr 0 0 3 3 0 0 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 90 --130 -------- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %0 0 0 0 1 0 0 0 0 0 0 8 Mvmt Flow 8 573 7 76 366 7 3 5 125 11 8 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 373 0 0 582 0 0 1118 1119 579 1113 1119 371 Stage 1 ------594 594 -522 522 - Stage 2 ------523 525 -591 598 - Critical Hdwy 4.1 --4.1 --7.1 6.5 6.2 7.1 6.5 6.28 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.2 --3.5 4 3.3 3.5 4 3.372 Pot Cap-1 Maneuver 1197 --1002 --186 208 519 188 208 662 Stage 1 ------495 496 -542 534 - Stage 2 ------541 533 -497 494 - Platoon blocked, %---- Mov Cap-1 Maneuver 1197 --999 --160 191 517 127 191 661 Mov Cap-2 Maneuver ------160 191 -127 191 - Stage 1 ------490 491 -500 494 - Stage 2 ------481 492 -370 490 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.1 1.51 16 23.96 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)460 1197 --999 --222 HCM Lane V/C Ratio 0.291 0.006 --0.076 --0.147 HCM Ctrl Dly (s/v)16 8 --8.9 --24 HCM Lane LOS C A --A --C HCM 95th %tile Q(veh)1.2 0 --0.2 --0.5 Exhibit 7 SUB25-1008 05/01/2025 Existing 2025 PM 18: NW Parker St & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)19 415 136 43 295 25 181 120 98 43 90 17 Future Volume (veh/h)19 415 136 43 295 25 181 120 98 43 90 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 0.99 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1885 1900 1885 1900 1885 1885 1900 1900 1885 1900 Adj Flow Rate, veh/h 21 456 100 47 324 18 199 132 87 47 99 14 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %0 0 1 0 1 0 1 1 0 0 1 0 Cap, veh/h 579 558 468 284 514 28 375 182 120 209 175 25 Arrive On Green 0.24 0.29 0.29 0.09 0.15 0.15 0.10 0.17 0.17 0.05 0.11 0.11 Sat Flow, veh/h 1810 1900 1592 1810 3449 191 1795 1059 698 1810 1613 228 Grp Volume(v), veh/h 21 456 100 47 168 174 199 0 219 47 0 113 Grp Sat Flow(s),veh/h/ln 1810 1900 1592 1810 1791 1849 1795 0 1757 1810 0 1842 Q Serve(g_s), s 0.0 12.7 2.7 0.0 5.0 5.1 0.0 0.0 6.7 0.0 0.0 3.3 Cycle Q Clear(g_c), s 0.0 12.7 2.7 0.0 5.0 5.1 0.0 0.0 6.7 0.0 0.0 3.3 Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.40 1.00 0.12 Lane Grp Cap(c), veh/h 579 558 468 284 267 276 375 0 302 209 0 200 V/C Ratio(X)0.04 0.82 0.21 0.17 0.63 0.63 0.53 0.00 0.72 0.22 0.00 0.56 Avail Cap(c_a), veh/h 579 1307 1095 737 1551 1602 498 0 741 424 0 764 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.9 18.8 15.2 23.8 22.8 22.8 22.5 0.0 22.4 26.0 0.0 24.2 Incr Delay (d2), s/veh 0.0 1.1 0.1 0.1 0.9 0.9 1.2 0.0 1.2 0.5 0.0 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.3 8.7 1.6 1.0 3.6 3.7 4.2 0.0 4.7 1.1 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 15.9 19.9 15.3 23.9 23.7 23.7 23.7 0.0 23.6 26.5 0.0 25.1 LnGrp LOS B B B C C C C C C C Approach Vol, veh/h 577 389 418 160 Approach Delay, s/veh 19.0 23.8 23.7 25.5 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 22.5 8.2 15.7 19.2 14.0 11.5 12.5 Change Period (Y+Rc), s 5.7 5.7 * 5.6 5.9 5.7 * 5.5 5.6 * 6.3 Max Green Setting (Gmax), s 19.3 39.3 * 9.4 24.1 9.5 * 50 9.8 * 24 Max Q Clear Time (g_c+I1), s 2.0 14.7 2.0 8.7 2.0 7.1 2.0 5.3 Green Ext Time (p_c), s 0.0 1.9 0.0 0.7 0.0 1.2 0.3 0.3 Intersection Summary HCM 7th Control Delay, s/veh 22.1 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Exhibit 7 SUB25-1008 05/01/2025 Existing 2025 PM 18: NW Parker St & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)19 415 136 43 295 181 120 43 90 Future Volume (vph)19 415 136 43 295 181 120 43 90 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 2 6 4 8 Detector Phase 5 2 2 1 6 7 4 3 8 Switch Phase Minimum Initial (s)5.0 8.0 8.0 5.0 8.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.5 26.7 26.7 10.7 20.5 10.2 29.2 10.6 33.3 Total Split (s)15.0 45.0 45.0 25.0 55.0 15.0 30.0 15.0 30.0 Total Split (%)13.0%39.1%39.1%21.7%47.8%13.0%26.1%13.0%26.1% Yellow Time (s)3.0 4.0 4.0 3.0 3.6 3.0 3.6 3.0 3.0 All-Red Time (s)2.5 1.7 1.7 2.7 1.9 2.2 2.3 2.6 3.3 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)5.5 5.7 5.7 5.7 5.5 5.2 5.9 5.6 6.3 Lead/Lag Lag Lead Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None None None None Act Effct Green (s)26.5 22.4 22.4 28.1 24.1 22.5 16.5 14.7 9.7 Actuated g/C Ratio 0.42 0.35 0.35 0.44 0.38 0.36 0.26 0.23 0.15 v/c Ratio 0.04 0.68 0.22 0.13 0.26 0.37 0.50 0.15 0.41 Control Delay (s/veh)14.6 25.8 2.3 14.0 17.7 19.9 25.8 18.7 33.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)14.6 25.8 2.3 14.0 17.7 19.9 25.8 18.7 33.3 LOS B C A B B B C B C Approach Delay (s/veh)19.9 17.3 23.1 29.2 Approach LOS B B C C Intersection Summary Cycle Length: 115 Actuated Cycle Length: 63.2 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay (s/veh): 21.0 Intersection LOS: C Intersection Capacity Utilization 62.1%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 18: NW Parker St & NW Lake Rd Exhibit 7 SUB25-1008 04/30/2025 Existing 2025 PM 19: SE 283rd Ave & SE 23rd St Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 3.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 46 50 129 36 37 127 Future Vol, veh/h 46 50 129 36 37 127 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %-3 -2 ---2 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, %4 6 4 14 5 4 Mvmt Flow 52 57 147 41 42 144 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 395 167 0 0 188 0 Stage 1 167 ----- Stage 2 228 ----- Critical Hdwy 5.84 5.96 --4.15 - Critical Hdwy Stg 1 4.84 ----- Critical Hdwy Stg 2 4.84 ----- Follow-up Hdwy 3.536 3.354 --2.245 - Pot Cap-1 Maneuver 647 879 --1369 - Stage 1 882 ----- Stage 2 836 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 625 879 --1369 - Mov Cap-2 Maneuver 625 ----- Stage 1 882 ----- Stage 2 808 ----- Approach WB NB SB HCM Ctrl Dly, s/v 10.74 0 1.74 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--736 406 - HCM Lane V/C Ratio --0.148 0.031 - HCM Ctrl Dly (s/v)--10.7 7.7 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.5 0.1 - Exhibit 7 SUB25-1008 Appendix E: In-Process Data Exhibit 7 SUB25-1008 0% Build-Out Exhibit 7 SUB25-1008 0% Build-Out Exhibit 7 SUB25-1008 0% Build-Out Exhibit 7 SUB25-1008 0% Build-Out Exhibit 7 SUB25-1008 0% Build-Out Exhibit 7 SUB25-1008 CAMAS WOODS 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St CAMAS WOODS 2 N 2 3 4 5 10987 15141312 20191817 H: \ 3 0 \ 3 0 0 8 8 - C a m a s W o o d s \ r e p o r t \ f i g s \ 3 0 0 8 8 _ f i g u r e s e t _ P h a s e 3 . d w g M a r 0 4 , 2 0 2 5 - 9 : 1 2 a m - r d o u b l e d a y L a y o u t T a b : F i g 3 P h a s e 3 A M T r i p s Site-Generated Trip Assignment Weekday AM Peak Hour Camas, Washington 3 Camas Woods 2 March 2025 Figure 2524 Study Intersections# Site Driveway A A 1 6 11 16 232221 21 21 20 19 18 17 16 15 3 4 A 5 6 14 7 22 23 24 25 8 9 10 11 12 13 Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection 10% 10 % 5% 20% 15% Distributed to this Area 5% 10% 3% 5% Distributed to Camas HS 5% Distributed to Lacamas Lake ES 5% 5% Distributed to Liberty MS 2% No Trips Added to this Intersection 1 3 1 1 3 3 7 2 20 6 7 20 6 191 1 5 217 1 4 116 1 1 46 2 22 1 5 2 2 5 1 1 5 1 5 1 2 3 1 1 1 XX% Trip Distribution Percentage 0% Build-Out Exhibit 7 SUB25-1008 CAMAS WOODS 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St CAMAS WOODS 2 N 2 3 4 5 10987 15141312 20191817 H: \ 3 0 \ 3 0 0 8 8 - C a m a s W o o d s \ r e p o r t \ f i g s \ 3 0 0 8 8 _ f i g u r e s e t _ P h a s e 3 . d w g M a r 0 4 , 2 0 2 5 - 9 : 1 3 a m - r d o u b l e d a y L a y o u t T a b : F i g 4 P h a s e 3 S c h o o l P M T r i p s Site-Generated Trip Assignment Weekday School PM Peak Hour Camas, Washington 4 Camas Woods 2 March 2025 Figure 2524 A 1 6 11 16 232221 21 21 20 19 18 17 16 15 3 4 A 5 6 14 7 22 23 24 25 8 9 10 11 12 13 Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection Not a Study Intersection No Trips Added to this Intersection Study Intersections# Site DrivewayA XX% Trip Distribution Percentage 13 3 12 2 13 12 12 111 1 10 29 2 6 63 4 4 3 1 1 1 1 0% Build-Out Exhibit 7 SUB25-1008 CAMAS WOODS 14 500 500 500 SE C r o w n R d NE 3rd St NE 28th St NE 2 3 2 n d A v e SE L e a d b e t t e r R d SE 2 8 3 r d A v e NW L a k e R d NE 43rd Ave NE 3rd St NW P a r k e r S t NW L a c a m a s L n NE 38th Ave NW Leadbetter Dr NW S i e r r a S t SE 23rd StNE Woodburn Dr NE 14th Ave NE 17th Ave NE 15th Ave NW 6th A v e NW D a l l a s S t Div i s i o n S t NW F r i b e r g - S t r u n k S t N Shore B l v d SE Nou r s e R d NE E v e r e t t D r NE E v e r e t t S t SE 8th St CAMAS WOODS 2 N 2 3 4 5 10987 15141312 20191817 H: \ 3 0 \ 3 0 0 8 8 - C a m a s W o o d s \ r e p o r t \ f i g s \ 3 0 0 8 8 _ f i g u r e s e t _ P h a s e 3 . d w g M a r 0 4 , 2 0 2 5 - 9 : 1 3 a m - r d o u b l e d a y L a y o u t T a b : F i g 5 P h a s e 3 P M T r i p s Site-Generated Trip Assignment Weekday PM Peak Hour Camas, Washington 5 Camas Woods 2 March 2025 Figure 25 A 1 6 11 16 24232221 19 21 21 20 19 18 17 16 15 3 4 A 5 6 14 7 22 23 24 25 8 9 10 11 12 13 No Trips Added to this Intersection Study Intersections# Site DrivewayA XX% Trip Distribution Percentage 1 2 1 1 3 2 1 2 20 5 15 3 20 15 18 132 2 16 211 2 11 74 5 2 33 8 2 12 1 2 2 2 3 5 5 3 5 4 5 4 2 3 2 2 3 2 3 2 2 2 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 0% Build-Out Exhibit 7 SUB25-1008 0% Build-Out Exhibit 7 SUB25-1008 80% Build-Out Exhibit 7 SUB25-1008 Exhibit 7 SUB25-1008 80% Build-Out Exhibit 7 SUB25-1008 Exhibit 7 SUB25-1008 80% Build-Out Exhibit 7 SUB25-1008 75% Build-Out Exhibit 7 SUB25-1008 75% Build-Out Exhibit 7 SUB25-1008 50% Build-Out Exhibit 7 SUB25-1008 50% Build-Out Exhibit 7 SUB25-1008 50% Build-Out Exhibit 7 SUB25-1008 0% Build-Out Exhibit 7 SUB25-1008 Appendix F: Year 2030 Background Traffic Conditions Analysis Worksheets Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 1: NE 232nd Ave & NE 28th St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 9.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 158 153 55 264 2 115 2 34 1 3 6 Future Vol, veh/h 2 158 153 55 264 2 115 2 34 1 3 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 3 - - -3 - - 0 - - 0 - Peak Hour Factor 72 72 72 72 72 72 72 72 72 72 72 72 Heavy Vehicles, % 0 6 12 10 7 0 6 0 21 0 0 20 Mvmt Flow 3 219 213 76 367 3 160 3 47 1 4 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 369 0 0 432 0 0 853 853 326 747 958 368 Stage 1 -- - - - - 331 331 - 521 521 - Stage 2 -- - - - - 522 522 - 226 438 - Critical Hdwy 4.1 - - 4.2 - - 7.16 6.5 6.41 7.1 6.5 6.4 Critical Hdwy Stg 1 - - - - - - 6.16 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.16 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.29 - - 3.554 4 3.489 3.5 4 3.48 Pot Cap-1 Maneuver 1200 - - 1086 - - 275 298 674 331 259 639 Stage 1 -- - - - - 674 649 - 542 535 - Stage 2 -- - - - - 531 534 - 781 582 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1200 - - 1086 - - 242 271 674 277 236 639 Mov Cap-2 Maneuver -- - - - - 242 271 - 277 236 - Stage 1 -- - - - - 672 646 - 494 488 - Stage 2 -- - - - - 474 487 - 721 581 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.05 1.47 46.53 14.61 HCM LOS E B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 284 10 - - 308 - - 389 HCM Lane V/C Ratio 0.739 0.002 - - 0.07 - - 0.036 HCM Ctrl Dly (s/v) 46.5 8 0 - 8.6 0 - 14.6 HCM Lane LOS E A A - A A - B HCM 95th %tile Q(veh) 5.4 0 - - 0.2 - - 0.1 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 2: NE 242nd Ave (SR 500) & NE 28th St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 2 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 165 0 0 234 111 0 0 0 103 0 87 Future Vol, veh/h 31 165 0 0 234 111 0 0 0 103 0 87 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 13 9 0 0 6 6 0 0 0 4 0 5 Mvmt Flow 36 194 0 0 275 131 0 0 0 121 0 102 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 406 0 0 194 0 0 542 673 194 608 608 341 Stage 1 -- - - - - 267 267 - 341 341 - Stage 2 -- - - - - 275 406 - 267 267 - Critical Hdwy 4.23 - - 4.1 - - 7.1 6.5 6.2 7.14 6.5 6.25 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.14 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.14 5.5 - Follow-up Hdwy 2.317 - - 2.2 - - 3.5 4 3.3 3.536 4 3.345 Pot Cap-1 Maneuver 1096 - - 1391 - - 454 379 852 405 413 695 Stage 1 -- - - - - 743 692 - 670 642 - Stage 2 -- - - - - 735 601 - 734 692 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1096 - - 1391 - - 373 365 852 390 398 695 Mov Cap-2 Maneuver -- - - - - 373 365 - 390 398 - Stage 1 -- - - - - 715 666 - 670 642 - Stage 2 -- - - - - 627 601 - 707 666 - Approach EB WB NB SB HCM Ctrl Dly, s/v 1.33 0 0 18.46 HCM LOS A C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 285 - - 1391 - - 488 HCM Lane V/C Ratio - 0.033 - - - - - 0.458 HCM Ctrl Dly (s/v) 0 8.4 0 - 0 - - 18.5 HCM Lane LOS A A A - A - - C HCM 95th %tile Q(veh) - 0.1 - - 0 - - 2.4 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 3: NE 249th Ave & SR 500 Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 3 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 253 26 2 294 32 0 Future Vol, veh/h 253 26 2 294 32 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 10 4 100 6 7 0 Mvmt Flow 278 29 2 323 35 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 307 0 620 292 Stage 1 - - - - 292 - Stage 2 - - - - 327 - Critical Hdwy - - 5.1 - 6.47 6.2 Critical Hdwy Stg 1 - - - - 5.47 - Critical Hdwy Stg 2 - - - - 5.47 - Follow-up Hdwy - - 3.1 - 3.563 3.3 Pot Cap-1 Maneuver - - 856 - 444 752 Stage 1 - - - - 746 - Stage 2 - - - - 719 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 856 - 442 752 Mov Cap-2 Maneuver - - - - 442 - Stage 1 - - - - 746 - Stage 2 - - - - 717 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.06 13.84 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 442 - - 12 - HCM Lane V/C Ratio 0.079 - - 0.003 - HCM Ctrl Dly (s/v) 13.8 - - 9.2 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.3 - - 0 - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 4: NE 14th St & NE 249th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 4 Intersection Int Delay, s/veh 5.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 12 6 1 12 26 3 Future Vol, veh/h 12 6 1 12 26 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 9 0 0 0 8 33 Mvmt Flow 17 9 1 17 38 4 Major/Minor Minor2 Major2 Conflicting Flow All 10 10 - 0 Stage 1 10 10 - - Stage 2 0 0 - - Critical Hdwy 6.49 6.5 - - Critical Hdwy Stg 1 5.49 5.5 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 3.581 4 - - Pot Cap-1 Maneuver 992 889 - - Stage 1 995 891 - - Stage 2 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 992 0 - - Mov Cap-2 Maneuver 992 0 - - Stage 1 995 0 - - Stage 2 - 0 - - Approach EB WB HCM Ctrl Dly, s/v 8.73 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h) 992 - - HCM Lane V/C Ratio 0.026 - - HCM Ctrl Dly (s/v) 8.7 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0.1 - - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 5: NE 3rd St & NE 257th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 5 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 3 6 9 36 1 Future Vol, veh/h 0 3 6 9 36 1 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 3 3 - -3 - Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, % 0 100 40 0 9 0 Mvmt Flow 0 4 8 12 49 1 Major/Minor Minor2 Major2 Conflicting Flow All 14 14 - 0 Stage 1 14 14 - - Stage 2 0 0 - - Critical Hdwy 7 8.1 - - Critical Hdwy Stg 1 6 7.1 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 3.5 4.9 - - Pot Cap-1 Maneuver 1007 719 - - Stage 1 1011 721 - - Stage 2 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 1007 0 - - Mov Cap-2 Maneuver 1007 0 - - Stage 1 1011 0 - - Stage 2 - 0 - - Approach EB WB HCM Ctrl Dly, s/v 0 HCM LOS - Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Ctrl Dly (s/v) - - - HCM Lane LOS - - - HCM 95th %tile Q(veh) - - - Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 6 [NE Everett St & NE 3rd St_BackgroundAM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 SR500/NE 3rd St Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: SR500 3 L2 All MCs 11 0.0 11 0.0 0.178 9.6 LOS A 0.9 24.3 0.08 0.47 0.08 35.5 18 R2 All MCs 213 4.0 213 4.0 0.178 4.0 LOS A 0.9 24.3 0.08 0.47 0.08 35.8 Approach 224 3.8 224 3.8 0.178 4.3 LOS A 0.9 24.3 0.08 0.47 0.08 35.8 East: SR 500 1 L2 All MCs 385 3.0 385 3.0 0.305 9.7 LOS A 1.6 42.1 0.08 0.63 0.08 32.8 6 T1 All MCs 3 67.0 3 67.0 0.305 4.4 LOS A 1.6 42.1 0.08 0.63 0.08 32.6 Approach 388 3.5 388 3.5 0.305 9.6 LOS A 1.6 42.1 0.08 0.63 0.08 32.8 West: NE 3rd St 2 T1 All MCs 7 60.0 7 60.0 0.054 8.5 LOS A 0.2 6.3 0.46 0.58 0.46 34.0 12 R2 All MCs 40 6.0 40 6.0 0.054 6.0 LOS A 0.2 6.3 0.46 0.58 0.46 34.8 Approach 46 13.7 46 13.7 0.054 6.3 LOS A 0.2 6.3 0.46 0.58 0.46 34.7 All Vehicles 658 4.3 658 4.3 0.305 7.6 LOS A 1.6 42.1 0.10 0.57 0.10 33.9 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Tuesday, May 6, 2025 10:09:08 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 7 [NE Everett St & NE Everett Dr_BackgroundAM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 SR500/NE Everett Drive Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: SR500 8 T1 All MCs 264 3.0 264 3.0 0.493 5.7 LOS A 3.6 93.0 0.51 0.52 0.51 34.8 18 R2 All MCs 256 3.0 256 3.0 0.493 5.6 LOS A 3.6 93.0 0.51 0.52 0.51 34.5 Approach 520 3.0 520 3.0 0.493 5.6 LOS A 3.6 93.0 0.51 0.52 0.51 34.6 East: NE Everett Drive 1 L2 All MCs 226 10.0 226 10.0 0.330 11.3 LOS B 1.9 50.9 0.52 0.65 0.52 32.4 16 R2 All MCs 77 3.0 77 3.0 0.330 6.0 LOS A 1.9 50.9 0.52 0.65 0.52 32.9 Approach 302 8.2 302 8.2 0.330 9.9 LOS A 1.9 50.9 0.52 0.65 0.52 32.5 North: SR500 7 L2 All MCs 164 1.0 164 1.0 0.589 11.6 LOS B 4.8 121.2 0.64 0.62 0.66 33.1 4 T1 All MCs 421 3.0 421 3.0 0.589 6.8 LOS A 4.8 121.2 0.64 0.62 0.66 33.7 Approach 585 2.4 585 2.4 0.589 8.1 LOS A 4.8 121.2 0.64 0.62 0.66 33.5 All Vehicles 1407 3.9 1407 3.9 0.589 7.6 LOS A 4.8 121.2 0.56 0.59 0.57 33.7 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Tuesday, May 6, 2025 9:43:45 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 8: NE Everett St (SR 500) & SE Leadbetter Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 8 Intersection Int Delay, s/veh 6.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 31 155 97 345 471 23 Future Vol, veh/h 31 155 97 345 471 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 2 - - 4 -4 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 0 7 10 3 5 6 Mvmt Flow 38 191 120 426 581 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1261 596 610 0 - 0 Stage 1 596 - - - - - Stage 2 665 - - - - - Critical Hdwy 6.8 6.47 4.2 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.363 2.29 - - - Pot Cap-1 Maneuver 165 478 931 - - - Stage 1 519 - - - - - Stage 2 478 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 144 478 931 - - - Mov Cap-2 Maneuver 144 - - - - - Stage 1 452 - - - - - Stage 2 478 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 34.01 2.07 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 931 - 345 - - HCM Lane V/C Ratio 0.129 - 0.666 - - HCM Ctrl Dly (s/v) 9.4 - 34 - - HCM Lane LOS A - D - - HCM 95th %tile Q(veh) 0.4 - 4.6 - - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 9: NE Everett St (SR 500) & NE 43rd Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 333 71 375 485 93 537 Future Volume (vph) 333 71 375 485 93 537 Turn Type Prot Perm NA Free pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 Free 6 Detector Phase 8 8 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 5.0 4.0 5.0 Minimum Split (s) 23.0 23.0 30.0 10.0 50.0 Total Split (s) 40.0 40.0 40.0 20.0 60.0 Total Split (%) 40.0% 40.0% 40.0% 20.0% 60.0% Yellow Time (s) 3.0 3.0 4.0 3.0 4.0 All-Red Time (s) 1.0 1.0 1.0 2.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None None Min None Min Act Effct Green (s) 23.3 23.3 26.3 70.0 36.4 36.4 Actuated g/C Ratio 0.33 0.33 0.38 1.00 0.52 0.52 v/c Ratio 0.73 0.15 0.66 0.39 0.29 0.66 Control Delay (s/veh) 31.8 5.7 27.0 0.8 11.6 16.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 31.8 5.7 27.0 0.8 11.6 16.8 LOS C A C A B B Approach Delay (s/veh) 27.2 12.2 16.0 Approach LOS C B B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 70 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay (s/veh): 16.7 Intersection LOS: B Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 9: NE Everett St (SR 500) & NE 43rd Ave Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 9: NE Everett St (SR 500) & NE 43rd Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 10 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 333 71 375 485 93 537 Future Volume (veh/h) 333 71 375 485 93 537 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1799 1814 1746 1732 1802 1997 Adj Flow Rate, veh/h 383 59 431 0 107 617 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 12 11 4 5 17 4 Cap, veh/h 479 430 632 402 1060 Arrive On Green 0.28 0.28 0.36 0.00 0.06 0.53 Sat Flow, veh/h 1713 1537 1746 1468 1716 1997 Grp Volume(v), veh/h 383 59 431 0 107 617 Grp Sat Flow(s),veh/h/ln 1713 1537 1746 1468 1716 1997 Q Serve(g_s), s 9.8 1.4 9.9 0.0 1.7 10.0 Cycle Q Clear(g_c), s 9.8 1.4 9.9 0.0 1.7 10.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 479 430 632 402 1060 V/C Ratio(X) 0.80 0.14 0.68 0.27 0.58 Avail Cap(c_a), veh/h 1299 1166 1288 835 2315 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.9 12.8 12.8 0.0 8.9 7.6 Incr Delay (d2), s/veh 3.1 0.1 2.8 0.0 0.4 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.4 3.6 0.0 0.5 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 19.0 13.0 15.6 0.0 9.2 8.2 LnGrp LOS B B B A A Approach Vol, veh/h 442 431 724 Approach Delay, s/veh 18.2 15.6 8.3 Approach LOS B B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.0 22.2 30.2 17.3 Change Period (Y+Rc), s 5.0 5.0 5.0 4.0 Max Green Setting (Gmax), s 15.0 35.0 55.0 36.0 Max Q Clear Time (g_c+I1), s 3.7 11.9 12.0 11.8 Green Ext Time (p_c), s 0.2 5.1 6.1 1.5 Intersection Summary HCM 7th Control Delay, s/veh 13.0 HCM 7th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 10 [NE Everett St & NW Lake Rd_BackgroundAM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: NE Everett Street 3 L2 All MCs 238 7.0 238 7.0 0.367 14.2 LOS B 2.4 64.0 0.80 0.76 0.80 31.0 8 T1 All MCs 417 7.0 417 7.0 0.504 7.9 LOS A 4.3 113.6 0.87 0.73 0.94 34.1 Approach 655 7.0 655 7.0 0.504 10.2 LOS B 4.3 113.6 0.84 0.74 0.89 32.9 North: NE Everett Street 4 T1 All MCs 585 10.0 585 10.0 0.525 5.5 LOS A 4.2 114.5 0.64 0.53 0.64 34.6 14 R2 All MCs 390 2.0 390 2.0 0.316 5.0 LOS A 2.2 54.9 0.51 0.53 0.51 35.1 Approach 975 6.8 975 6.8 0.525 5.3 LOS A 4.2 114.5 0.59 0.53 0.59 34.8 West: NW Lake Road 5 L2 All MCs 574 3.0 574 3.0 0.642 16.7 LOS B 7.0 179.3 0.93 0.87 1.16 30.1 12 R2 All MCs 250 6.0 250 6.0 0.293 7.3 LOS A 2.0 52.2 0.76 0.67 0.76 34.4 Approach 824 3.9 824 3.9 0.642 13.9 LOS B 7.0 179.3 0.88 0.81 1.04 31.2 All Vehicles 2454 5.9 2454 5.9 0.642 9.5 LOS A 7.0 179.3 0.75 0.68 0.82 33.0 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Tuesday, May 6, 2025 9:24:11 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 11: NE Everett St (SR 500) & NE 17th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 11 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 75 14 24 328 495 78 Future Vol, veh/h 75 14 24 328 495 78 Conflicting Peds, #/hr 0 0 3 0 0 3 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 7 7 0 6 2 0 Mvmt Flow 82 15 26 360 544 86 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1003 590 633 0 - 0 Stage 1 590 - - - - - Stage 2 413 - - - - - Critical Hdwy 6.47 6.27 4.1 - - - Critical Hdwy Stg 1 5.47 - - - - - Critical Hdwy Stg 2 5.47 - - - - - Follow-up Hdwy 3.563 3.363 2.2 - - - Pot Cap-1 Maneuver 263 498 960 - - - Stage 1 544 - - - - - Stage 2 657 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 254 497 957 - - - Mov Cap-2 Maneuver 381 - - - - - Stage 1 528 - - - - - Stage 2 655 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 17.08 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 957 - 395 - - HCM Lane V/C Ratio 0.028 - 0.248 - - HCM Ctrl Dly (s/v) 8.9 - 17.1 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.1 - 1 - - Exhibit 7 SUB25-1008 05/07/2025 Background 2030 AM 12: NE Everett St (SR 500) & NE 15th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 5.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 25 19 4 25 78 8 243 6 81 300 127 Future Vol, veh/h 45 25 19 4 25 78 8 243 6 81 300 127 Conflicting Peds, #/hr 13 0 3 3 0 13 0 0 6 6 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------50 --50 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, %11 0 5 0 0 0 25 6 17 1 4 0 Mvmt Flow 52 29 22 5 29 90 9 279 7 93 345 146 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 929 915 421 856 984 302 491 0 0 292 0 0 Stage 1 604 604 -307 307 ------- Stage 2 325 311 -548 677 ------- Critical Hdwy 7.21 6.5 6.25 7.1 6.5 6.2 4.35 --4.11 -- Critical Hdwy Stg 1 6.21 5.5 -6.1 5.5 ------- Critical Hdwy Stg 2 6.21 5.5 -6.1 5.5 ------- Follow-up Hdwy 3.599 4 3.345 3.5 4 3.3 2.425 --2.209 -- Pot Cap-1 Maneuver 239 275 626 280 250 743 963 --1275 -- Stage 1 470 491 -707 664 ------- Stage 2 669 662 -524 455 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 168 251 625 220 229 730 963 --1269 -- Mov Cap-2 Maneuver 168 251 -220 229 ------- Stage 1 436 455 -697 655 ------- Stage 2 549 652 -438 422 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 33.98 15.77 0.27 1.29 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)963 --224 457 1269 -- HCM Lane V/C Ratio 0.01 --0.457 0.269 0.073 -- HCM Ctrl Dly (s/v)8.8 --34 15.8 8.1 -- HCM Lane LOS A --D C A -- HCM 95th %tile Q(veh)0 --2.2 1.1 0.2 -- Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 13: NE Everett St (SR 500) & NE 14th Ave Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 13 Intersection Int Delay, s/veh 10.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 54 23 1 0 18 202 1 0 0 258 0 63 Future Vol, veh/h 54 23 1 0 18 202 1 0 0 258 0 63 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 8 4 0 0 0 7 0 0 0 4 0 3 Mvmt Flow 64 27 1 0 21 238 1 0 0 304 0 74 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 658 647 37 - 685 2 74 0 0 1 0 0 Stage 1 644 644 - - 3 - - - - - - - Stage 2 14 3 - - 681 - - - - - - - Critical Hdwy 7.18 6.54 6.2 - 6.5 6.27 4.1 - - 4.14 - - Critical Hdwy Stg 1 6.18 5.54 - - 5.5 - - - - - - - Critical Hdwy Stg 2 6.18 5.54 - - 5.5 - - - - - - - Follow-up Hdwy 3.572 4.036 3.3 - 4 3.363 2.2 - - 2.236 - - Pot Cap-1 Maneuver 369 387 1041 0 373 1068 1538 - - 1609 - - Stage 1 451 465 - 0 897 - - - - - - - Stage 2 991 889 - 0 453 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 216 310 1041 - 299 1066 1538 - - 1607 - - Mov Cap-2 Maneuver 216 310 - - 299 - - - - - - - Stage 1 362 372 - - 896 - - - - - - - Stage 2 750 888 - - 363 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 28.97 10.78 7.34 6.24 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1538 - - 240 881 1206 - - HCM Lane V/C Ratio 0.001 - - 0.382 0.294 0.189 - - HCM Ctrl Dly (s/v) 7.3 0 - 29 10.8 7.8 0 - HCM Lane LOS A A - D B A A - HCM 95th %tile Q(veh) 0 - - 1.7 1.2 0.7 - - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 14: NE 6th Ave & Division St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 14 Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 156 412 606 20 11 255 Future Vol, veh/h 156 412 606 20 11 255 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 50 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - -8 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 5 7 5 10 0 1 Mvmt Flow 170 448 659 22 12 277 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 680 0 - 0 1233 340 Stage 1 - - - - 670 - Stage 2 - - - - 563 - Critical Hdwy 4.2 - - - 5.2 6.12 Critical Hdwy Stg 1 - - - - 4.2 - Critical Hdwy Stg 2 - - - - 4.2 - Follow-up Hdwy 2.25 - - - 3.5 3.31 Pot Cap-1 Maneuver 888 - - - 298 710 Stage 1 - - - - 641 - Stage 2 - - - - 692 - Platoon blocked, % - - - Mov Cap-1 Maneuver 888 - - - 233 710 Mov Cap-2 Maneuver - - - - 233 - Stage 1 - - - - 501 - Stage 2 - - - - 692 - Approach EB WB SB HCM Ctrl Dly, s/v 3.65 0 13.61 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 778 - - - 233 710 HCM Lane V/C Ratio 0.191 - - - 0.051 0.39 HCM Ctrl Dly (s/v) 10 1.2 - - 21.3 13.3 HCM Lane LOS B A - - C B HCM 95th %tile Q(veh) 0.7 - - - 0.2 1.9 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 15: NW Lacamas Ln & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 15 Intersection Int Delay, s/veh 2.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 581 3 65 501 4 173 Future Vol, veh/h 581 3 65 501 4 173 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 105 - 85 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 -6 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 6 0 3 3 0 0 Mvmt Flow 668 3 75 576 5 199 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 671 0 1395 670 Stage 1 - - - - 670 - Stage 2 - - - - 725 - Critical Hdwy - - 4.13 - 5.2 5.6 Critical Hdwy Stg 1 - - - - 4.2 - Critical Hdwy Stg 2 - - - - 4.2 - Follow-up Hdwy - - 2.227 - 3.5 3.3 Pot Cap-1 Maneuver - - 915 - 251 515 Stage 1 - - - - 641 - Stage 2 - - - - 615 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 915 - 230 515 Mov Cap-2 Maneuver - - - - 230 - Stage 1 - - - - 641 - Stage 2 - - - - 565 - Approach EB WB NB HCM Ctrl Dly, s/v 0 1.07 16.42 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 230 515 - - 915 - HCM Lane V/C Ratio 0.02 0.386 - - 0.082 - HCM Ctrl Dly (s/v) 21 16.3 - - 9.3 - HCM Lane LOS C C - - A - HCM 95th %tile Q(veh) 0.1 1.8 - - 0.3 - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 16: NW Sierra St & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 16 Intersection Int Delay, s/veh 5.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 405 88 73 412 93 165 Future Vol, veh/h 405 88 73 412 93 165 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 110 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 5 7 11 2 3 7 Mvmt Flow 450 98 81 458 103 183 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 548 0 1119 499 Stage 1 - - - - 499 - Stage 2 - - - - 620 - Critical Hdwy - - 4.21 - 6.43 6.27 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.299 - 3.527 3.363 Pot Cap-1 Maneuver - - 978 - 228 562 Stage 1 - - - - 608 - Stage 2 - - - - 535 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 978 - 209 562 Mov Cap-2 Maneuver - - - - 209 - Stage 1 - - - - 608 - Stage 2 - - - - 490 - Approach EB WB NB HCM Ctrl Dly, s/v 0 1.36 22.97 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 209 562 - - 978 - HCM Lane V/C Ratio 0.495 0.326 - - 0.083 - HCM Ctrl Dly (s/v) 38 14.5 - - 9 - HCM Lane LOS E B - - A - HCM 95th %tile Q(veh) 2.5 1.4 - - 0.3 - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 17: NW Leadbetter Dr & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 17 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 311 12 117 394 6 3 9 175 8 9 8 Future Vol, veh/h 7 311 12 117 394 6 3 9 175 8 9 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 90 - - 130 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 4 18 2 2 33 0 22 8 0 0 12 Mvmt Flow 8 338 13 127 428 7 3 10 190 9 10 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 435 0 0 351 0 0 1047 1049 345 1044 1052 432 Stage 1 -- - - - - 360 360 - 686 686 - Stage 2 -- - - - - 688 689 - 358 366 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.72 6.28 7.1 6.5 6.32 Critical Hdwy Stg 1 - - - - - - 6.1 5.72 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.72 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.218 - - 3.5 4.198 3.372 3.5 4 3.408 Pot Cap-1 Maneuver 1136 - - 1208 - - 208 210 685 209 228 603 Stage 1 -- - - - - 663 593 - 441 451 - Stage 2 -- - - - - 440 417 - 664 626 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1136 - - 1208 - - 174 186 685 128 203 603 Mov Cap-2 Maneuver -- - - - - 174 186 - 128 203 - Stage 1 -- - - - - 658 589 - 394 404 - Stage 2 -- - - - - 379 373 - 468 622 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.17 1.89 14.46 24.9 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 582 1136 - - 1208 - - 208 HCM Lane V/C Ratio 0.349 0.007 - - 0.105 - - 0.131 HCM Ctrl Dly (s/v) 14.5 8.2 - - 8.3 - - 24.9 HCM Lane LOS B A - - A - - C HCM 95th %tile Q(veh) 1.6 0 - - 0.4 - - 0.4 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 18: NW Parker St & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 18 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 9 186 171 102 274 143 59 44 116 Future Volume (vph) 9 186 171 102 274 143 59 44 116 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 2 6 4 8 Detector Phase 5 2 2 1 6 7 4 3 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 5.0 8.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 26.7 26.7 10.7 20.5 10.2 29.2 10.6 33.3 Total Split (s) 15.0 45.0 45.0 25.0 55.0 15.0 30.0 15.0 30.0 Total Split (%) 13.0% 39.1% 39.1% 21.7% 47.8% 13.0% 26.1% 13.0% 26.1% Yellow Time (s) 3.0 4.0 4.0 3.0 3.6 3.0 3.6 3.0 3.0 All-Red Time (s) 2.5 1.7 1.7 2.7 1.9 2.2 2.3 2.6 3.3 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) 5.5 5.7 5.7 5.7 5.5 5.2 5.9 5.6 6.3 Lead/Lag Lag Lead Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None None None None Act Effct Green (s) 18.5 12.5 12.5 20.8 18.7 21.8 16.9 16.7 9.8 Actuated g/C Ratio 0.33 0.22 0.22 0.37 0.33 0.39 0.30 0.30 0.17 v/c Ratio 0.03 0.55 0.41 0.26 0.32 0.31 0.36 0.13 0.49 Control Delay (s/veh) 13.7 27.0 6.5 15.1 16.3 14.5 15.8 13.3 28.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 13.7 27.0 6.5 15.1 16.3 14.5 15.8 13.3 28.4 LOS B C A B B B B B C Approach Delay (s/veh) 17.1 16.0 15.2 24.6 Approach LOS B B B C Intersection Summary Cycle Length: 115 Actuated Cycle Length: 56.1 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay (s/veh): 17.3 Intersection LOS: B Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 18: NW Parker St & NW Lake Rd Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 18: NW Parker St & NW Lake Rd Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 186 171 102 274 36 143 59 101 44 116 15 Future Volume (veh/h) 9 186 171 102 274 36 143 59 101 44 116 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 1574 1841 1856 1900 1870 1826 1885 1856 1841 1796 1856 1900 Adj Flow Rate, veh/h 11 224 129 123 330 24 172 71 87 53 140 16 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 22 4 3 0 2 5 1 3 4 7 3 0 Cap, veh/h 387 323 276 384 550 40 404 121 148 384 250 29 Arrive On Green 0.12 0.18 0.18 0.10 0.16 0.16 0.09 0.16 0.16 0.09 0.15 0.15 Sat Flow, veh/h 1499 1841 1572 1810 3360 243 1795 754 924 1711 1632 186 Grp Volume(v), veh/h 11 224 129 123 174 180 172 0 158 53 0 156 Grp Sat Flow(s),veh/h/ln 1499 1841 1572 1810 1777 1827 1795 0 1679 1711 0 1818 Q Serve(g_s), s 0.0 5.6 3.6 0.0 4.4 4.5 0.0 0.0 4.3 0.0 0.0 3.9 Cycle Q Clear(g_c), s 0.0 5.6 3.6 0.0 4.4 4.5 0.0 0.0 4.3 0.0 0.0 3.9 Prop In Lane 1.00 1.00 1.00 0.13 1.00 0.55 1.00 0.10 Lane Grp Cap(c), veh/h 387 323 276 384 291 299 404 0 269 384 0 278 V/C Ratio(X) 0.03 0.69 0.47 0.32 0.60 0.60 0.43 0.00 0.59 0.14 0.00 0.56 Avail Cap(c_a), veh/h 501 1480 1265 914 1800 1850 598 0 828 554 0 882 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.2 18.9 18.1 19.2 18.9 19.0 19.2 0.0 19.0 18.1 0.0 19.2 Incr Delay (d2), s/veh 0.0 1.0 0.5 0.2 0.7 0.7 0.7 0.0 0.8 0.2 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.1 1.2 1.1 1.6 1.7 1.7 0.0 1.5 0.5 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.2 19.9 18.5 19.4 19.7 19.7 19.9 0.0 19.8 18.3 0.0 19.8 LnGrp LOS B B B B B B B B B B Approach Vol, veh/h 364 477 330 209 Approach Delay, s/veh 19.3 19.6 19.8 19.4 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 14.3 10.2 13.7 11.5 13.5 10.1 13.8 Change Period (Y+Rc), s 5.7 5.7 * 5.6 5.9 5.7 * 5.5 5.6 * 6.3 Max Green Setting (Gmax), s 19.3 39.3 * 9.4 24.1 9.5 * 50 9.8 * 24 Max Q Clear Time (g_c+I1), s 2.0 7.6 2.0 6.3 2.0 6.5 2.0 5.9 Green Ext Time (p_c), s 0.1 1.0 0.0 0.5 0.0 1.3 0.3 0.5 Intersection Summary HCM 7th Control Delay, s/veh 19.6 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Exhibit 7 SUB25-1008 05/06/2025 Background 2030 AM 19: SE 283rd Ave & SE 23rd St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 20 Intersection Int Delay, s/veh 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 48 106 216 43 54 137 Future Vol, veh/h 48 106 216 43 54 137 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 13 6 3 18 8 9 Mvmt Flow 54 119 243 48 61 154 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 542 267 0 0 291 0 Stage 1 267 - - - - - Stage 2 275 - - - - - Critical Hdwy 6.53 6.26 - - 4.18 - Critical Hdwy Stg 1 5.53 - - - - - Critical Hdwy Stg 2 5.53 - - - - - Follow-up Hdwy 3.617 3.354 - - 2.272 - Pot Cap-1 Maneuver 483 762 - - 1237 - Stage 1 753 - - - - - Stage 2 746 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 457 762 - - 1237 - Mov Cap-2 Maneuver 457 - - - - - Stage 1 753 - - - - - Stage 2 706 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 12.85 0 2.28 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 631 509 - HCM Lane V/C Ratio - - 0.274 0.049 - HCM Ctrl Dly (s/v) - - 12.8 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.1 0.2 - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 1: NE 232nd Ave & NE 28th St Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 373 132 10 222 0 124 0 9 1 1 3 Future Vol, veh/h 6 373 132 10 222 0 124 0 9 1 1 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 3 - - -3 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 1 0 0 3 0 3 0 0 100 0 0 Mvmt Flow 6 397 140 11 236 0 132 0 10 1 1 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 236 0 0 537 0 0 738 737 467 667 807 236 Stage 1 -- - - - - 480 480 - 257 257 - Stage 2 -- - - - - 258 257 - 410 550 - Critical Hdwy 4.1 - - 4.1 - - 7.13 6.5 6.2 8.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.13 5.5 - 7.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.13 5.5 - 7.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.527 4 3.3 4.4 4 3.3 Pot Cap-1 Maneuver 1343 - - 1041 - - 333 348 600 267 317 808 Stage 1 -- - - - - 565 558 - 574 698 - Stage 2 -- - - - - 744 698 - 464 519 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1343 - - 1041 - - 324 342 600 258 311 808 Mov Cap-2 Maneuver -- - - - - 324 342 - 258 311 - Stage 1 -- - - - - 561 554 - 567 690 - Stage 2 -- - - - - 732 690 - 453 516 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.09 0.37 23.44 12.87 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 334 20 - - 78 - - 463 HCM Lane V/C Ratio 0.423 0.005 - - 0.01 - - 0.011 HCM Ctrl Dly (s/v) 23.4 7.7 0 - 8.5 0 - 12.9 HCM Lane LOS C A A - A A - B HCM 95th %tile Q(veh) 2 0 - - 0 - - 0 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 2: NE 242nd Ave (SR 500) & NE 28th St Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 2 Intersection Int Delay, s/veh 10.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 93 285 0 0 172 121 0 0 0 157 0 62 Future Vol, veh/h 93 285 0 0 172 121 0 0 0 157 0 62 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 1 0 0 2 6 0 0 0 3 0 0 Mvmt Flow 103 317 0 0 191 134 0 0 0 174 0 69 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 326 0 0 317 0 0 714 849 317 782 782 258 Stage 1 -- - - - - 523 523 - 258 258 - Stage 2 -- - - - - 191 326 - 523 523 - Critical Hdwy 4.13 - - 4.1 - - 7.1 6.5 6.2 7.13 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.13 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.13 5.5 - Follow-up Hdwy 2.227 - - 2.2 - - 3.5 4 3.3 3.527 4 3.3 Pot Cap-1 Maneuver 1229 - - 1255 - - 349 300 729 311 328 785 Stage 1 -- - - - - 541 534 - 744 698 - Stage 2 -- - - - - 815 652 - 535 534 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1229 - - 1255 - - 286 270 729 279 295 785 Mov Cap-2 Maneuver -- - - - - 286 270 - 279 295 - Stage 1 -- - - - - 485 479 - 744 698 - Stage 2 -- - - - - 744 652 - 481 479 - Approach EB WB NB SB HCM Ctrl Dly, s/v 2.02 0 0 37.9 HCM LOS A E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 443 - - 1255 - - 341 HCM Lane V/C Ratio - 0.084 - - - - - 0.713 HCM Ctrl Dly (s/v) 0 8.2 0 - 0 - - 37.9 HCM Lane LOS A A A - A - - E HCM 95th %tile Q(veh) - 0.3 - - 0 - - 5.2 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 3: NE 249th Ave & NE 25th St (SR 500) Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 3 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 422 32 2 276 17 4 Future Vol, veh/h 422 32 2 276 17 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 1 3 50 4 7 0 Mvmt Flow 480 36 2 314 19 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 516 0 816 498 Stage 1 - - - - 498 - Stage 2 - - - - 318 - Critical Hdwy - - 4.6 - 6.47 6.2 Critical Hdwy Stg 1 - - - - 5.47 - Critical Hdwy Stg 2 - - - - 5.47 - Follow-up Hdwy - - 2.65 - 3.563 3.3 Pot Cap-1 Maneuver - - 845 - 340 577 Stage 1 - - - - 601 - Stage 2 - - - - 726 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 845 - 339 577 Mov Cap-2 Maneuver - - - - 339 - Stage 1 - - - - 601 - Stage 2 - - - - 724 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.07 15.47 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 368 - - 13 - HCM Lane V/C Ratio 0.065 - - 0.003 - HCM Ctrl Dly (s/v) 15.5 - - 9.3 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 4: NE 14th St & NE 249th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 4 Intersection Int Delay, s/veh 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 6 8 15 19 13 Future Vol, veh/h 6 6 8 15 19 13 Conflicting Peds, #/hr 0 0 0 0 0 1 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 68 68 68 68 68 68 Heavy Vehicles, % 20 0 0 0 0 8 Mvmt Flow 9 9 12 22 28 19 Major/Minor Minor2 Major2 Conflicting Flow All 23 23 - 0 Stage 1 23 23 - - Stage 2 0 0 - - Critical Hdwy 6.6 6.5 - - Critical Hdwy Stg 1 5.6 5.5 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 3.68 4 - - Pot Cap-1 Maneuver 949 875 - - Stage 1 955 880 - - Stage 2 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 949 0 - - Mov Cap-2 Maneuver 949 0 - - Stage 1 955 0 - - Stage 2 - 0 - - Approach EB WB HCM Ctrl Dly, s/v 8.86 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h) 949 - - HCM Lane V/C Ratio 0.019 - - HCM Ctrl Dly (s/v) 8.9 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0.1 - - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 5: NE 3rd St & NE 257th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 5 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 0 0 23 19 0 Future Vol, veh/h 1 0 0 23 19 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 3 3 - -3 - Peak Hour Factor 65 65 65 65 65 65 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 2 0 0 35 29 0 Major/Minor Minor2 Major2 Conflicting Flow All 18 18 - 0 Stage 1 18 18 - - Stage 2 0 0 - - Critical Hdwy 7 7.1 - - Critical Hdwy Stg 1 6 6.1 - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 3.5 4 - - Pot Cap-1 Maneuver 1002 878 - - Stage 1 1007 882 - - Stage 2 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 1002 0 - - Mov Cap-2 Maneuver 1002 0 - - Stage 1 1007 0 - - Stage 2 - 0 - - Approach EB WB HCM Ctrl Dly, s/v 8.6 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h) 1002 - - HCM Lane V/C Ratio 0.002 - - HCM Ctrl Dly (s/v) 8.6 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0 - - Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 6 [NE Everett St & NE 3rd St_BackgroundPM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 SR500/NE Everett Drive Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: SR500 3 L2 All MCs 20 6.0 20 6.0 0.227 9.7 LOS A 1.2 30.5 0.06 0.48 0.06 35.2 18 R2 All MCs 272 1.0 272 1.0 0.227 4.0 LOS A 1.2 30.5 0.06 0.48 0.06 35.9 Approach 292 1.4 292 1.4 0.227 4.4 LOS A 1.2 30.5 0.06 0.48 0.06 35.8 East: SR 500 1 L2 All MCs 208 2.0 208 2.0 0.168 9.7 LOS A 0.8 19.4 0.10 0.63 0.10 32.9 6 T1 All MCs 7 0.0 7 0.0 0.168 3.9 LOS A 0.8 19.4 0.10 0.63 0.10 33.7 Approach 215 1.9 215 1.9 0.168 9.5 LOS A 0.8 19.4 0.10 0.63 0.10 32.9 West: NE 3rd St 2 T1 All MCs 7 0.0 7 0.0 0.022 4.9 LOS A 0.1 2.3 0.31 0.48 0.31 35.6 12 R2 All MCs 19 0.0 19 0.0 0.022 4.8 LOS A 0.1 2.3 0.31 0.48 0.31 35.3 Approach 26 0.0 26 0.0 0.022 4.8 LOS A 0.1 2.3 0.31 0.48 0.31 35.4 All Vehicles 533 1.5 533 1.5 0.227 6.5 LOS A 1.2 30.5 0.09 0.54 0.09 34.5 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Tuesday, May 6, 2025 10:04:46 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 7 [ NE Everett St & NE Everett Dr_BackgroundPM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 SR500/NE Everett Drive Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: SR500 8 T1 All MCs 279 1.0 279 1.0 0.395 4.8 LOS A 2.6 64.1 0.25 0.45 0.25 35.5 18 R2 All MCs 194 0.0 194 0.0 0.395 4.6 LOS A 2.6 64.1 0.25 0.45 0.25 35.2 Approach 473 0.6 473 0.6 0.395 4.7 LOS A 2.6 64.1 0.25 0.45 0.25 35.4 East: NE Everett Drive 1 L2 All MCs 174 0.0 174 0.0 0.217 10.7 LOS B 1.1 27.4 0.44 0.65 0.44 32.7 16 R2 All MCs 46 0.0 46 0.0 0.217 5.7 LOS A 1.1 27.4 0.44 0.65 0.44 33.0 Approach 220 0.0 220 0.0 0.217 9.7 LOS A 1.1 27.4 0.44 0.65 0.44 32.8 North: SR500 7 L2 All MCs 57 0.0 57 0.0 0.231 10.2 LOS B 1.2 31.1 0.37 0.53 0.37 33.9 4 T1 All MCs 191 2.0 191 2.0 0.231 5.3 LOS A 1.2 31.1 0.37 0.53 0.37 34.5 Approach 248 1.5 248 1.5 0.231 6.4 LOS A 1.2 31.1 0.37 0.53 0.37 34.4 All Vehicles 942 0.7 942 0.7 0.395 6.3 LOS A 2.6 64.1 0.33 0.51 0.33 34.5 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Tuesday, May 6, 2025 9:45:43 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 8: NE Everett St (SR 500) & SE Leadbetter Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 8 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 28 131 125 363 283 18 Future Vol, veh/h 28 131 125 363 283 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 110 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 2 - - 4 -4 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 4 2 0 1 0 Mvmt Flow 30 142 136 395 308 20 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 984 317 327 0 - 0 Stage 1 317 - - - - - Stage 2 666 - - - - - Critical Hdwy 6.8 6.44 4.12 - - - Critical Hdwy Stg 1 5.8 - - - - - Critical Hdwy Stg 2 5.8 - - - - - Follow-up Hdwy 3.5 3.336 2.218 - - - Pot Cap-1 Maneuver 249 706 1232 - - - Stage 1 717 - - - - - Stage 2 478 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 222 706 1232 - - - Mov Cap-2 Maneuver 222 - - - - - Stage 1 638 - - - - - Stage 2 478 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 15.64 2.12 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1232 - 510 - - HCM Lane V/C Ratio 0.11 - 0.339 - - HCM Ctrl Dly (s/v) 8.3 - 15.6 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.4 - 1.5 - - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 9: NE Everett St (SR 500) & NE 43rd Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 224 57 428 298 51 367 Future Volume (vph) 224 57 428 298 51 367 Turn Type Prot Perm NA Free pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 Free 6 Detector Phase 8 8 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 5.0 4.0 5.0 Minimum Split (s) 23.0 23.0 30.0 10.0 50.0 Total Split (s) 40.0 40.0 40.0 20.0 60.0 Total Split (%) 40.0% 40.0% 40.0% 20.0% 60.0% Yellow Time (s) 3.0 3.0 4.0 3.0 4.0 All-Red Time (s) 1.0 1.0 1.0 2.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Recall Mode None None Min None Min Act Effct Green (s) 14.3 14.3 25.9 55.8 31.9 31.9 Actuated g/C Ratio 0.26 0.26 0.46 1.00 0.57 0.57 v/c Ratio 0.53 0.13 0.55 0.21 0.11 0.38 Control Delay (s/veh) 24.9 7.2 16.1 0.3 6.1 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 24.9 7.2 16.1 0.3 6.1 7.9 LOS C A B A A A Approach Delay (s/veh) 21.3 9.6 7.6 Approach LOS C A A Intersection Summary Cycle Length: 100 Actuated Cycle Length: 55.8 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay (s/veh): 11.3 Intersection LOS: B Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: NE Everett St (SR 500) & NE 43rd Ave Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 9: NE Everett St (SR 500) & NE 43rd Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 10 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 224 57 428 298 51 367 Future Volume (veh/h) 224 57 428 298 51 367 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1979 1979 1791 1806 2057 2012 Adj Flow Rate, veh/h 238 51 455 0 54 390 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 0 1 0 0 3 Cap, veh/h 348 309 723 484 1168 Arrive On Green 0.18 0.18 0.40 0.00 0.05 0.58 Sat Flow, veh/h 1884 1677 1791 1530 1959 2012 Grp Volume(v), veh/h 238 51 455 0 54 390 Grp Sat Flow(s),veh/h/ln 1884 1677 1791 1530 1959 2012 Q Serve(g_s), s 4.5 1.0 7.8 0.0 0.5 3.9 Cycle Q Clear(g_c), s 4.5 1.0 7.8 0.0 0.5 3.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 348 309 723 484 1168 V/C Ratio(X) 0.68 0.16 0.63 0.11 0.33 Avail Cap(c_a), veh/h 1773 1578 1639 1163 2893 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 14.6 13.1 9.1 0.0 6.2 4.2 Incr Delay (d2), s/veh 2.4 0.2 1.9 0.0 0.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.3 2.5 0.0 0.1 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.9 13.4 11.0 0.0 6.3 4.4 LnGrp LOS B B B A A Approach Vol, veh/h 289 455 444 Approach Delay, s/veh 16.3 11.0 4.6 Approach LOS B B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.7 20.4 27.2 11.1 Change Period (Y+Rc), s 5.0 5.0 5.0 4.0 Max Green Setting (Gmax), s 15.0 35.0 55.0 36.0 Max Q Clear Time (g_c+I1), s 2.5 9.8 5.9 6.5 Green Ext Time (p_c), s 0.1 5.7 3.3 0.9 Intersection Summary HCM 7th Control Delay, s/veh 9.9 HCM 7th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 10 [NE Everett St & NW Lake Rd_BackgroundPM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: NE Everett Street 3 L2 All MCs 282 0.0 282 0.0 0.292 11.9 LOS B 1.8 44.9 0.59 0.68 0.59 31.8 8 T1 All MCs 485 1.0 485 1.0 0.414 5.3 LOS A 3.0 74.7 0.62 0.55 0.62 35.0 Approach 767 0.6 767 0.6 0.414 7.7 LOS A 3.0 74.7 0.61 0.59 0.61 33.7 North: NE Everett Street 4 T1 All MCs 370 2.0 370 2.0 0.301 5.0 LOS A 1.9 49.4 0.51 0.49 0.51 35.1 14 R2 All MCs 291 0.0 291 0.0 0.230 4.9 LOS A 1.4 35.5 0.48 0.53 0.48 35.3 Approach 662 1.1 662 1.1 0.301 4.9 LOS A 1.9 49.4 0.49 0.50 0.49 35.2 West: NW Lake Road 5 L2 All MCs 366 1.0 366 1.0 0.310 11.5 LOS B 2.0 50.9 0.57 0.66 0.57 31.8 12 R2 All MCs 371 0.0 371 0.0 0.310 5.4 LOS A 2.0 50.8 0.57 0.57 0.57 35.1 Approach 737 0.5 737 0.5 0.310 8.5 LOS A 2.0 50.9 0.57 0.61 0.57 33.3 All Vehicles 2166 0.7 2166 0.7 0.414 7.1 LOS A 3.0 74.7 0.56 0.57 0.56 34.0 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Tuesday, May 6, 2025 9:33:24 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 11: NE Everett St (SR 500) & NE 17th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 11 Intersection Int Delay, s/veh 2.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 112 18 56 445 464 70 Future Vol, veh/h 112 18 56 445 464 70 Conflicting Peds, #/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 1 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 4 0 0 2 Mvmt Flow 118 19 59 468 488 74 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1118 531 568 0 - 0 Stage 1 531 - - - - - Stage 2 586 - - - - - Critical Hdwy 6.4 6.2 4.14 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.236 - - - Pot Cap-1 Maneuver 231 552 994 - - - Stage 1 594 - - - - - Stage 2 560 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 215 549 989 - - - Mov Cap-2 Maneuver 352 - - - - - Stage 1 555 - - - - - Stage 2 557 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 20.3 0.99 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 989 - 370 - - HCM Lane V/C Ratio 0.06 - 0.369 - - HCM Ctrl Dly (s/v) 8.9 - 20.3 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.2 - 1.7 - - Exhibit 7 SUB25-1008 05/07/2025 Background 2030 PM 12: NE Everett St (SR 500) & NE 15th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 53 10 33 6 8 28 12 420 3 40 347 95 Future Vol, veh/h 53 10 33 6 8 28 12 420 3 40 347 95 Conflicting Peds, #/hr 2 0 0 0 0 2 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------50 --50 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %0 10 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 56 11 35 6 9 30 13 447 3 43 369 101 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 983 980 420 934 1029 450 470 0 0 450 0 0 Stage 1 505 505 -474 474 ------- Stage 2 479 476 -460 555 ------- Critical Hdwy 7.1 6.6 6.2 7.1 6.5 6.2 4.1 --4.1 -- Critical Hdwy Stg 1 6.1 5.6 -6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.6 -6.1 5.5 ------- Follow-up Hdwy 3.5 4.09 3.3 3.5 4 3.3 2.2 --2.2 -- Pot Cap-1 Maneuver 230 242 638 248 236 613 1102 --1121 -- Stage 1 553 527 -575 561 ------- Stage 2 572 544 -585 516 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 200 230 638 213 224 612 1102 --1121 -- Mov Cap-2 Maneuver 200 230 -213 224 ------- Stage 1 532 507 -568 555 ------- Stage 2 528 537 -521 497 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 26.67 15.63 0.23 0.69 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1102 --266 383 1121 -- HCM Lane V/C Ratio 0.012 --0.383 0.117 0.038 -- HCM Ctrl Dly (s/v)8.3 --26.7 15.6 8.3 -- HCM Lane LOS A --D C A -- HCM 95th %tile Q(veh)0 --1.7 0.4 0.1 -- Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 13: NE Everett St (SR 500) & NE 14th Ave Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 13 Intersection Int Delay, s/veh 17.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 77 31 0 0 24 334 0 1 0 344 0 47 Future Vol, veh/h 77 31 0 0 24 334 0 1 0 344 0 47 Conflicting Peds, #/hr 3 0 2 2 0 3 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -- - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 3 0 0 0 2 0 0 0 1 0 0 Mvmt Flow 84 34 0 0 26 363 0 1 0 374 0 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 791 775 28 - 801 5 51 0 0 2 0 0 Stage 1 773 773 - - 2 - - - - - - - Stage 2 17 2 - - 799 - - - - - - - Critical Hdwy 7.1 6.53 6.2 - 6.5 6.22 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.53 - - 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.53 - - 5.5 - - - - - - - Follow-up Hdwy 3.5 4.027 3.3 - 4 3.318 2.2 - - 2.209 - - Pot Cap-1 Maneuver 310 328 1054 0 320 1078 1568 - - 1627 - - Stage 1 395 407 - 0 898 - - - - - - - Stage 2 1007 892 - 0 401 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 143 249 1052 - 244 1074 1568 - - 1625 - - Mov Cap-2 Maneuver 143 249 - - 244 - - - - - - - Stage 1 301 310 - - 897 - - - - - - - Stage 2 646 891 - - 305 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 69.78 12.38 0 6.93 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1568 - - 163 874 1320 - - HCM Lane V/C Ratio - - - 0.721 0.445 0.23 - - HCM Ctrl Dly (s/v) 0 - - 69.8 12.4 7.9 0 - HCM Lane LOS A - - F B A A - HCM 95th %tile Q(veh) 0 - - 4.4 2.3 0.9 - - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 14: NE 6th Ave & Division St Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 14 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 218 696 574 28 8 144 Future Vol, veh/h 218 696 574 28 8 144 Conflicting Peds, #/hr 3 0 0 3 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 50 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - -8 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 1 1 2 0 0 1 Mvmt Flow 229 733 604 29 8 152 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 637 0 - 0 1447 320 Stage 1 - - - - 622 - Stage 2 - - - - 825 - Critical Hdwy 4.12 - - - 5.2 6.12 Critical Hdwy Stg 1 - - - - 4.2 - Critical Hdwy Stg 2 - - - - 4.2 - Follow-up Hdwy 2.21 - - - 3.5 3.31 Pot Cap-1 Maneuver 950 - - - 237 729 Stage 1 - - - - 663 - Stage 2 - - - - 571 - Platoon blocked, % - - - Mov Cap-1 Maneuver 947 - - - 164 727 Mov Cap-2 Maneuver - - - - 164 - Stage 1 - - - - 460 - Stage 2 - - - - 569 - Approach EB WB SB HCM Ctrl Dly, s/v 3.81 0 12.14 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 754 - - - 164 727 HCM Lane V/C Ratio 0.242 - - - 0.051 0.209 HCM Ctrl Dly (s/v) 10 1.9 - - 28.1 11.3 HCM Lane LOS B A - - D B HCM 95th %tile Q(veh) 0.9 - - - 0.2 0.8 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 15: NW Lacamas Ln & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 15 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 637 4 80 460 11 64 Future Vol, veh/h 637 4 80 460 11 64 Conflicting Peds, #/hr 0 0 0 0 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 105 - 85 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 -6 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 678 4 85 489 12 68 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 682 0 1339 681 Stage 1 - - - - 680 - Stage 2 - - - - 660 - Critical Hdwy - - 4.1 - 5.2 5.6 Critical Hdwy Stg 1 - - - - 4.2 - Critical Hdwy Stg 2 - - - - 4.2 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 920 - 266 509 Stage 1 - - - - 636 - Stage 2 - - - - 645 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 920 - 241 508 Mov Cap-2 Maneuver - - - - 241 - Stage 1 - - - - 636 - Stage 2 - - - - 586 - Approach EB WB NB HCM Ctrl Dly, s/v 0 1.38 14.28 HCM LOS B Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 241 508 - - 920 - HCM Lane V/C Ratio 0.049 0.134 - - 0.092 - HCM Ctrl Dly (s/v) 20.7 13.2 - - 9.3 - HCM Lane LOS C B - - A - HCM 95th %tile Q(veh) 0.2 0.5 - - 0.3 - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 16: NW Sierra St & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 16 Intersection Int Delay, s/veh 4.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 546 146 96 364 73 102 Future Vol, veh/h 546 146 96 364 73 102 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 110 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 0 1 0 3 1 Mvmt Flow 575 154 101 383 77 107 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 728 0 1237 652 Stage 1 - - - - 652 - Stage 2 - - - - 585 - Critical Hdwy - - 4.11 - 6.43 6.21 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.209 - 3.527 3.309 Pot Cap-1 Maneuver - - 880 - 193 470 Stage 1 - - - - 517 - Stage 2 - - - - 555 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 880 - 171 470 Mov Cap-2 Maneuver - - - - 171 - Stage 1 - - - - 517 - Stage 2 - - - - 491 - Approach EB WB NB HCM Ctrl Dly, s/v 0 2.01 26.27 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 171 470 - - 880 - HCM Lane V/C Ratio 0.449 0.228 - - 0.115 - HCM Ctrl Dly (s/v) 42.1 14.9 - - 9.6 - HCM Lane LOS E B - - A - HCM 95th %tile Q(veh) 2.1 0.9 - - 0.4 - Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 17: NW Leadbetter Dr & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 17 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 560 7 81 351 6 4 5 118 10 7 13 Future Vol, veh/h 7 560 7 81 351 6 4 5 118 10 7 13 Conflicting Peds, #/hr 0 0 3 3 0 0 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 90 - - 130 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 0 0 8 Mvmt Flow 8 609 8 88 382 7 4 5 128 11 8 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 388 0 0 619 0 0 1193 1195 616 1188 1195 386 Stage 1 -- - - - - 631 631 - 561 561 - Stage 2 -- - - - - 562 564 - 627 635 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.28 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.372 Pot Cap-1 Maneuver 1181 - - 971 - - 165 188 495 167 188 649 Stage 1 -- - - - - 473 478 - 516 513 - Stage 2 -- - - - - 515 512 - 475 476 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1181 - - 968 - - 139 169 493 108 169 648 Mov Cap-2 Maneuver -- - - - - 139 169 - 108 169 - Stage 1 -- - - - - 468 473 - 469 467 - Stage 2 -- - - - - 450 465 - 345 471 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.1 1.68 17.41 27.14 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 427 1181 - - 968 - - 195 HCM Lane V/C Ratio 0.323 0.006 - - 0.091 - - 0.167 HCM Ctrl Dly (s/v) 17.4 8.1 - - 9.1 - - 27.1 HCM Lane LOS C A - - A - - D HCM 95th %tile Q(veh) 1.4 0 - - 0.3 - - 0.6 Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 18: NW Parker St & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 18 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 19 435 147 43 310 200 120 43 90 Future Volume (vph) 19 435 147 43 310 200 120 43 90 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 2 6 4 8 Detector Phase 5 2 2 1 6 7 4 3 8 Switch Phase Minimum Initial (s) 5.0 8.0 8.0 5.0 8.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 26.7 26.7 10.7 20.5 10.2 29.2 10.6 33.3 Total Split (s) 15.0 45.0 45.0 25.0 55.0 15.0 30.0 15.0 30.0 Total Split (%) 13.0% 39.1% 39.1% 21.7% 47.8% 13.0% 26.1% 13.0% 26.1% Yellow Time (s) 3.0 4.0 4.0 3.0 3.6 3.0 3.6 3.0 3.0 All-Red Time (s) 2.5 1.7 1.7 2.7 1.9 2.2 2.3 2.6 3.3 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) 5.5 5.7 5.7 5.7 5.5 5.2 5.9 5.6 6.3 Lead/Lag Lag Lead Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None None None None Act Effct Green (s) 28.0 24.0 24.0 29.4 25.4 23.3 17.1 14.8 9.7 Actuated g/C Ratio 0.43 0.37 0.37 0.45 0.39 0.36 0.26 0.23 0.15 v/c Ratio 0.04 0.69 0.23 0.13 0.27 0.41 0.53 0.15 0.42 Control Delay (s/veh) 14.5 26.0 2.9 14.3 18.1 21.5 26.9 19.7 34.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 14.5 26.0 2.9 14.3 18.1 21.5 26.9 19.7 34.9 LOS B C A B B C C B C Approach Delay (s/veh) 20.0 17.7 24.4 30.6 Approach LOS B B C C Intersection Summary Cycle Length: 115 Actuated Cycle Length: 65.5 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay (s/veh): 21.7 Intersection LOS: C Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 18: NW Parker St & NW Lake Rd Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 18: NW Parker St & NW Lake Rd Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 435 147 43 310 25 200 120 112 43 90 17 Future Volume (veh/h) 19 435 147 43 310 25 200 120 112 43 90 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.99 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1885 1900 1885 1900 1885 1885 1900 1900 1885 1900 Adj Flow Rate, veh/h 21 478 113 47 341 18 220 132 102 47 99 14 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 0 1 0 1 0 1 1 0 0 1 0 Cap, veh/h 580 577 484 274 527 28 384 177 137 204 173 24 Arrive On Green 0.24 0.30 0.30 0.08 0.15 0.15 0.11 0.18 0.18 0.05 0.11 0.11 Sat Flow, veh/h 1810 1900 1592 1810 3460 182 1795 984 761 1810 1613 228 Grp Volume(v), veh/h 21 478 113 47 176 183 220 0 234 47 0 113 Grp Sat Flow(s),veh/h/ln 1810 1900 1592 1810 1791 1851 1795 0 1745 1810 0 1842 Q Serve(g_s), s 0.0 13.9 3.2 0.0 5.5 5.5 0.4 0.0 7.5 0.0 0.0 3.5 Cycle Q Clear(g_c), s 0.0 13.9 3.2 0.0 5.5 5.5 0.4 0.0 7.5 0.0 0.0 3.5 Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.44 1.00 0.12 Lane Grp Cap(c), veh/h 580 577 484 274 273 282 384 0 314 204 0 198 V/C Ratio(X) 0.04 0.83 0.23 0.17 0.64 0.65 0.57 0.00 0.75 0.23 0.00 0.57 Avail Cap(c_a), veh/h 580 1261 1057 711 1497 1547 481 0 710 409 0 737 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.4 19.2 15.5 24.8 23.6 23.6 23.0 0.0 23.0 27.0 0.0 25.1 Incr Delay (d2), s/veh 0.0 1.2 0.1 0.1 1.0 0.9 1.3 0.0 1.3 0.6 0.0 1.0 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 0.2 5.5 1.1 0.6 2.2 2.3 2.7 0.0 2.9 0.6 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.4 20.4 15.5 24.9 24.5 24.6 24.3 0.0 24.3 27.6 0.0 26.1 LnGrp LOS B C B C C C C C C C Approach Vol, veh/h 612 406 454 160 Approach Delay, s/veh 19.3 24.6 24.3 26.5 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 23.7 8.3 16.6 19.9 14.5 12.2 12.7 Change Period (Y+Rc), s 5.7 5.7 * 5.6 5.9 5.7 * 5.5 5.6 * 6.3 Max Green Setting (Gmax), s 19.3 39.3 * 9.4 24.1 9.5 * 50 9.8 * 24 Max Q Clear Time (g_c+I1), s 2.0 15.9 2.0 9.5 2.0 7.5 2.4 5.5 Green Ext Time (p_c), s 0.0 2.0 0.0 0.7 0.0 1.3 0.4 0.3 Intersection Summary HCM 7th Control Delay, s/veh 22.7 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Exhibit 7 SUB25-1008 05/06/2025 Background 2030 PM 19: SE 283rd Ave & SE 23rd St Weekday PM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 20 Intersection Int Delay, s/veh 3.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 55 164 40 41 154 Future Vol, veh/h 51 55 164 40 41 154 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 4 6 4 14 5 4 Mvmt Flow 58 63 186 45 47 175 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 477 209 0 0 232 0 Stage 1 209 - - - - - Stage 2 268 - - - - - Critical Hdwy 6.44 6.26 - - 4.15 - Critical Hdwy Stg 1 5.44 - - - - - Critical Hdwy Stg 2 5.44 - - - - - Follow-up Hdwy 3.536 3.354 - - 2.245 - Pot Cap-1 Maneuver 543 821 - - 1318 - Stage 1 821 - - - - - Stage 2 772 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 522 821 - - 1318 - Mov Cap-2 Maneuver 522 - - - - - Stage 1 821 - - - - - Stage 2 742 - - - - - Approach WB NB SB HCM Ctrl Dly, s/v 11.88 0 1.65 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 644 378 - HCM Lane V/C Ratio - - 0.187 0.035 - HCM Ctrl Dly (s/v) - - 11.9 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.7 0.1 - Exhibit 7 SUB25-1008 Appendix G: Year 2030 Total Traffic Conditions Analysis Worksheets Exhibit 7 SUB25-1008 HCM 7th TWSC 1: NE 232nd Ave & NE 28th St 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 162 153 59 278 2 115 2 36 1 3 6 Future Vol, veh/h 2 162 153 59 278 2 115 2 36 1 3 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-3 ---3 --0 --0 - Peak Hour Factor 72 72 72 72 72 72 72 72 72 72 72 72 Heavy Vehicles, %0 6 12 10 7 0 6 0 21 0 0 20 Mvmt Flow 3 225 213 82 386 3 160 3 50 1 4 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 389 0 0 438 0 0 889 890 331 783 994 388 Stage 1 ------337 337 -551 551 - Stage 2 ------552 553 -232 443 - Critical Hdwy 4.1 --4.2 --7.16 6.5 6.41 7.1 6.5 6.4 Critical Hdwy Stg 1 ------6.16 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.16 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.29 --3.554 4 3.489 3.5 4 3.48 Pot Cap-1 Maneuver 1181 --1081 --260 284 669 313 247 623 Stage 1 ------669 645 -522 518 - Stage 2 ------511 518 -776 579 - Platoon blocked, %---- Mov Cap-1 Maneuver 1181 --1081 --227 256 669 259 222 623 Mov Cap-2 Maneuver ------227 256 -259 222 - Stage 1 ------667 643 -472 468 - Stage 2 ------451 468 -712 577 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.05 1.5 54.71 15.1 HCM LOS F C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)269 10 --313 --370 HCM Lane V/C Ratio 0.79 0.002 --0.076 --0.037 HCM Ctrl Dly (s/v)54.7 8.1 0 -8.6 0 -15.1 HCM Lane LOS F A A -A A -C HCM 95th %tile Q(veh)6.1 0 --0.2 --0.1 Exhibit 7 SUB25-1008 HCM 7th TWSC 2: NE 242nd Ave (SR 500) & NE 28th St 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 2 Intersection Int Delay, s/veh 5.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 171 0 0 252 120 0 0 0 106 0 87 Future Vol, veh/h 31 171 0 0 252 120 0 0 0 106 0 87 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, %13 9 0 0 6 6 0 0 0 4 0 5 Mvmt Flow 36 201 0 0 296 141 0 0 0 125 0 102 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 438 0 0 201 0 0 571 712 201 641 641 367 Stage 1 ------274 274 -367 367 - Stage 2 ------296 438 -274 274 - Critical Hdwy 4.23 --4.1 --7.1 6.5 6.2 7.14 6.5 6.25 Critical Hdwy Stg 1 ------6.1 5.5 -6.14 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.14 5.5 - Follow-up Hdwy 2.317 --2.2 --3.5 4 3.3 3.536 4 3.345 Pot Cap-1 Maneuver 1066 --1383 --435 360 845 385 395 672 Stage 1 ------736 687 -648 626 - Stage 2 ------716 582 -728 687 - Platoon blocked, %---- Mov Cap-1 Maneuver 1066 --1383 --354 346 845 370 380 672 Mov Cap-2 Maneuver ------354 346 -370 380 - Stage 1 ------708 660 -648 626 - Stage 2 ------607 582 -700 660 - Approach EB WB NB SB HCM Ctrl Dly, s/v 1.3 0 0 19.98 HCM LOS A C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)-276 --1383 --464 HCM Lane V/C Ratio -0.034 -----0.49 HCM Ctrl Dly (s/v)0 8.5 0 -0 --20 HCM Lane LOS A A A -A --C HCM 95th %tile Q(veh)-0.1 --0 --2.6 Exhibit 7 SUB25-1008 HCM 7th TWSC 3: NE 249th Ave & SR 500 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 3 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 255 33 2 299 54 0 Future Vol, veh/h 255 33 2 299 54 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, %10 4 100 6 7 0 Mvmt Flow 280 36 2 329 59 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 316 0 631 298 Stage 1 ----298 - Stage 2 ----333 - Critical Hdwy --5.1 -6.47 6.2 Critical Hdwy Stg 1 ----5.47 - Critical Hdwy Stg 2 ----5.47 - Follow-up Hdwy --3.1 -3.563 3.3 Pot Cap-1 Maneuver --847 -437 746 Stage 1 ----742 - Stage 2 ----715 - Platoon blocked, %--- Mov Cap-1 Maneuver --847 -435 746 Mov Cap-2 Maneuver ----435 - Stage 1 ----742 - Stage 2 ----713 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.06 14.57 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)435 --12 - HCM Lane V/C Ratio 0.136 --0.003 - HCM Ctrl Dly (s/v)14.6 --9.3 0 HCM Lane LOS B --A A HCM 95th %tile Q(veh)0.5 --0 - Exhibit 7 SUB25-1008 HCM 7th TWSC 4: NE 14th St & NE 249th Ave 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 4 Intersection Int Delay, s/veh 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 12 6 1 34 33 3 Future Vol, veh/h 12 6 1 34 33 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, %9 0 0 0 8 33 Mvmt Flow 17 9 1 49 48 4 Major/Minor Minor2 Major2 Conflicting Flow All 26 26 -0 Stage 1 26 26 -- Stage 2 0 0 -- Critical Hdwy 6.49 6.5 -- Critical Hdwy Stg 1 5.49 5.5 -- Critical Hdwy Stg 2 ---- Follow-up Hdwy 3.581 4 -- Pot Cap-1 Maneuver 972 871 -- Stage 1 979 877 -- Stage 2 ---- Platoon blocked, %-- Mov Cap-1 Maneuver 972 0 -- Mov Cap-2 Maneuver 972 0 -- Stage 1 979 0 -- Stage 2 -0 -- Approach EB WB HCM Ctrl Dly, s/v 8.81 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h)972 -- HCM Lane V/C Ratio 0.027 -- HCM Ctrl Dly (s/v)8.8 -- HCM Lane LOS A -- HCM 95th %tile Q(veh)0.1 -- Exhibit 7 SUB25-1008 HCM 7th TWSC 5: NE 3rd St & NE 257th Ave 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 5 Intersection Int Delay, s/veh 6.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 22 75 30 9 36 8 Future Vol, veh/h 22 75 30 9 36 8 Conflicting Peds, #/hr 0 0 0 0 0 2 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-3 3 --3 - Peak Hour Factor 74 74 74 74 74 74 Heavy Vehicles, %0 4 7 0 9 0 Mvmt Flow 30 101 41 12 49 11 Major/Minor Minor2 Major2 Conflicting Flow All 47 47 -0 Stage 1 47 47 -- Stage 2 0 0 -- Critical Hdwy 7 7.14 -- Critical Hdwy Stg 1 6 6.14 -- Critical Hdwy Stg 2 ---- Follow-up Hdwy 3.5 4.036 -- Pot Cap-1 Maneuver 961 835 -- Stage 1 973 846 -- Stage 2 ---- Platoon blocked, %-- Mov Cap-1 Maneuver 961 0 -- Mov Cap-2 Maneuver 961 0 -- Stage 1 973 0 -- Stage 2 -0 -- Approach EB WB HCM Ctrl Dly, s/v 9.34 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h)961 -- HCM Lane V/C Ratio 0.136 -- HCM Ctrl Dly (s/v)9.3 -- HCM Lane LOS A -- HCM 95th %tile Q(veh)0.5 -- Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 6 [NE Everett St & NE 3rd St_TotalAM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 SR500/NE Everett Drive Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: SR500 3 L2 All MCs 35 0.0 35 0.0 0.198 9.7 LOS A 1.1 27.5 0.10 0.49 0.10 35.1 18 R2 All MCs 213 4.0 213 4.0 0.198 4.1 LOS A 1.1 27.5 0.10 0.49 0.10 35.4 Approach 248 3.4 248 3.4 0.198 4.9 LOS A 1.1 27.5 0.10 0.49 0.10 35.4 East: SR 500 1 L2 All MCs 385 3.0 385 3.0 0.313 9.9 LOS A 1.7 43.8 0.16 0.61 0.16 32.7 6 T1 All MCs 5 50.0 5 50.0 0.313 4.5 LOS A 1.7 43.8 0.16 0.61 0.16 32.7 Approach 390 3.7 390 3.7 0.313 9.8 LOS A 1.7 43.8 0.16 0.61 0.16 32.7 West: NE 3rd St 2 T1 All MCs 12 27.0 12 27.0 0.136 7.2 LOS A 0.6 16.8 0.48 0.58 0.48 34.7 12 R2 All MCs 113 6.0 113 6.0 0.136 6.1 LOS A 0.6 16.8 0.48 0.58 0.48 34.8 Approach 125 8.0 125 8.0 0.136 6.2 LOS A 0.6 16.8 0.48 0.58 0.48 34.8 All Vehicles 764 4.3 764 4.3 0.313 7.6 LOS A 1.7 43.8 0.19 0.57 0.19 33.8 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specif ied in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Monday, June 23, 2025 11:00:02 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 7 [NE Everett St & NE Everett Dr_TotalAM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 SR500/NE Everett Drive Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: SR500 8 T1 All MCs 289 3.0 289 3.0 0.523 5.8 LOS A 4.0 103.6 0.54 0.53 0.54 34.7 18 R2 All MCs 256 3.0 256 3.0 0.523 5.7 LOS A 4.0 103.6 0.54 0.53 0.54 34.4 Approach 544 3.0 544 3.0 0.523 5.7 LOS A 4.0 103.6 0.54 0.53 0.54 34.5 East: NE Everett Drive 1 L2 All MCs 226 10.0 226 10.0 0.343 11.5 LOS B 2.0 53.4 0.55 0.66 0.55 32.3 16 R2 All MCs 79 3.0 79 3.0 0.343 6.1 LOS A 2.0 53.4 0.55 0.66 0.55 32.9 Approach 305 8.2 305 8.2 0.343 10.1 LOS B 2.0 53.4 0.55 0.66 0.55 32.5 North: SR500 7 L2 All MCs 170 1.0 170 1.0 0.677 12.6 LOS B 6.8 174.0 0.73 0.66 0.79 32.8 4 T1 All MCs 498 3.0 498 3.0 0.677 7.8 LOS A 6.8 174.0 0.73 0.66 0.79 33.4 Approach 668 2.5 668 2.5 0.677 9.0 LOS A 6.8 174.0 0.73 0.66 0.79 33.2 All Vehicles 1517 3.8 1517 3.8 0.677 8.1 LOS A 6.8 174.0 0.62 0.61 0.65 33.5 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specif ied in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Monday, June 23, 2025 11:06:57 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 HCM 7th TWSC 8: NE Everett St (SR 500) & SE Leadbetter Rd 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 8 Intersection Int Delay, s/veh 7.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 31 155 97 365 533 23 Future Vol, veh/h 31 155 97 365 533 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 -110 --- Veh in Median Storage, #0 --0 0 - Grade, %2 --4 -4 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %0 7 10 3 5 6 Mvmt Flow 38 191 120 451 658 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1362 672 686 0 -0 Stage 1 672 ----- Stage 2 690 ----- Critical Hdwy 6.8 6.47 4.2 --- Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.363 2.29 --- Pot Cap-1 Maneuver 142 431 871 --- Stage 1 474 ----- Stage 2 464 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 122 431 871 --- Mov Cap-2 Maneuver 122 ----- Stage 1 409 ----- Stage 2 464 ----- Approach EB NB SB HCM Ctrl Dly, s/v 46.17 2.06 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)871 -303 -- HCM Lane V/C Ratio 0.137 -0.758 -- HCM Ctrl Dly (s/v)9.8 -46.2 -- HCM Lane LOS A -E -- HCM 95th %tile Q(veh)0.5 -5.8 -- Exhibit 7 SUB25-1008 Timings 9: NE Everett St (SR 500) & NE 43rd Ave 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)333 71 395 485 96 596 Future Volume (vph)333 71 395 485 96 596 Turn Type Prot Perm NA Free pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 Free 6 Detector Phase 8 8 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 5.0 4.0 5.0 Minimum Split (s)23.0 23.0 30.0 10.0 50.0 Total Split (s)40.0 40.0 40.0 20.0 60.0 Total Split (%)40.0%40.0%40.0%20.0%60.0% Yellow Time (s)3.0 3.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None Min Act Effct Green (s)23.8 23.8 28.6 72.7 38.9 38.9 Actuated g/C Ratio 0.33 0.33 0.39 1.00 0.54 0.54 v/c Ratio 0.75 0.15 0.67 0.39 0.30 0.71 Control Delay (s/veh)34.0 6.0 26.8 0.8 11.6 18.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)34.0 6.0 26.8 0.8 11.6 18.3 LOS C A C A B B Approach Delay (s/veh)29.0 12.5 17.3 Approach LOS C B B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 72.7 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay (s/veh): 17.6 Intersection LOS: B Intersection Capacity Utilization 57.3%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 9: NE Everett St (SR 500) & NE 43rd Ave Exhibit 7 SUB25-1008 HCM 7th Signalized Intersection Summary 9: NE Everett St (SR 500) & NE 43rd Ave 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 10 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h)333 71 395 485 96 596 Future Volume (veh/h)333 71 395 485 96 596 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1799 1814 1746 1732 1802 1997 Adj Flow Rate, veh/h 383 59 454 0 110 685 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, %12 11 4 5 17 4 Cap, veh/h 476 427 651 393 1075 Arrive On Green 0.28 0.28 0.37 0.00 0.06 0.54 Sat Flow, veh/h 1713 1537 1746 1468 1716 1997 Grp Volume(v), veh/h 383 59 454 0 110 685 Grp Sat Flow(s),veh/h/ln 1713 1537 1746 1468 1716 1997 Q Serve(g_s), s 10.2 1.4 10.8 0.0 1.8 11.8 Cycle Q Clear(g_c), s 10.2 1.4 10.8 0.0 1.8 11.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 476 427 651 393 1075 V/C Ratio(X)0.80 0.14 0.70 0.28 0.64 Avail Cap(c_a), veh/h 1260 1130 1249 810 2244 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 16.4 13.3 13.0 0.0 9.1 7.9 Incr Delay (d2), s/veh 3.2 0.1 2.9 0.0 0.4 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.5 4.0 0.0 0.5 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 19.7 13.4 15.9 0.0 9.4 8.7 LnGrp LOS B B B A A Approach Vol, veh/h 442 454 795 Approach Delay, s/veh 18.9 15.9 8.8 Approach LOS B B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.1 23.2 31.4 17.6 Change Period (Y+Rc), s 5.0 5.0 5.0 4.0 Max Green Setting (Gmax), s 15.0 35.0 55.0 36.0 Max Q Clear Time (g_c+I1), s 3.8 12.8 13.8 12.2 Green Ext Time (p_c), s 0.2 5.4 7.0 1.5 Intersection Summary HCM 7th Control Delay, s/veh 13.3 HCM 7th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 10 [NE Everett St & NW Lake Rd_TotalAM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: NE Everett Street 3 L2 All MCs 238 7.0 238 7.0 0.376 14.3 LOS B 2.5 66.4 0.81 0.76 0.81 31.0 8 T1 All MCs 432 7.0 432 7.0 0.530 8.3 LOS A 4.8 125.8 0.89 0.75 0.99 34.0 Approach 670 7.0 670 7.0 0.530 10.5 LOS B 4.8 125.8 0.86 0.76 0.93 32.9 North: NE Everett Street 4 T1 All MCs 625 10.0 625 10.0 0.562 5.6 LOS A 4.7 127.9 0.67 0.54 0.67 34.5 14 R2 All MCs 414 2.0 414 2.0 0.336 5.0 LOS A 2.3 59.5 0.52 0.53 0.52 35.1 Approach 1039 6.8 1039 6.8 0.562 5.4 LOS A 4.7 127.9 0.61 0.54 0.61 34.7 West: NW Lake Road 5 L2 All MCs 582 3.0 582 3.0 0.684 18.4 LOS B 8.1 208.5 0.97 0.92 1.29 29.5 12 R2 All MCs 250 6.0 250 6.0 0.309 7.7 LOS A 2.2 56.5 0.80 0.69 0.80 34.2 Approach 832 3.9 832 3.9 0.684 15.2 LOS B 8.1 208.5 0.92 0.85 1.14 30.7 All Vehicles 2540 5.9 2540 5.9 0.684 9.9 LOS A 8.1 208.5 0.78 0.70 0.87 32.8 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specif ied in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Monday, June 23, 2025 11:44:08 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 HCM 7th TWSC 11: NE Everett St (SR 500) & NE 17th Ave 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 11 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 77 14 24 339 526 82 Future Vol, veh/h 77 14 24 339 526 82 Conflicting Peds, #/hr 0 0 3 0 0 3 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 -50 --- Veh in Median Storage, #1 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, %7 7 0 6 2 0 Mvmt Flow 85 15 26 373 578 90 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1051 626 671 0 -0 Stage 1 626 ----- Stage 2 425 ----- Critical Hdwy 6.47 6.27 4.1 --- Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 2.2 --- Pot Cap-1 Maneuver 246 475 929 --- Stage 1 524 ----- Stage 2 649 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 237 474 926 --- Mov Cap-2 Maneuver 365 ----- Stage 1 507 ----- Stage 2 647 ----- Approach EB NB SB HCM Ctrl Dly, s/v 17.89 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)926 -379 -- HCM Lane V/C Ratio 0.028 -0.264 -- HCM Ctrl Dly (s/v)9 -17.9 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.1 -1 -- Exhibit 7 SUB25-1008 HCM 7th TWSC 12: NE Everett St (SR 500) & NE 15th Ave 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 12 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 47 25 19 4 25 78 8 252 6 81 327 131 Future Vol, veh/h 47 25 19 4 25 78 8 252 6 81 327 131 Conflicting Peds, #/hr 13 0 3 3 0 13 0 0 6 6 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------50 --50 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, %11 0 5 0 0 0 25 6 17 1 4 0 Mvmt Flow 54 29 22 5 29 90 9 290 7 93 376 151 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 973 958 454 897 1030 312 526 0 0 303 0 0 Stage 1 637 637 -317 317 ------- Stage 2 335 321 -579 713 ------- Critical Hdwy 7.21 6.5 6.25 7.1 6.5 6.2 4.35 --4.11 -- Critical Hdwy Stg 1 6.21 5.5 -6.1 5.5 ------- Critical Hdwy Stg 2 6.21 5.5 -6.1 5.5 ------- Follow-up Hdwy 3.599 4 3.345 3.5 4 3.3 2.425 --2.209 -- Pot Cap-1 Maneuver 223 259 600 263 235 733 933 --1264 -- Stage 1 450 474 -698 658 ------- Stage 2 660 655 -504 439 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 155 236 598 204 215 721 933 --1257 -- Mov Cap-2 Maneuver 155 236 -204 215 ------- Stage 1 417 439 -688 648 ------- Stage 2 541 645 -419 406 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 39.09 16.4 0.27 1.22 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)933 --206 438 1257 -- HCM Lane V/C Ratio 0.01 --0.507 0.281 0.074 -- HCM Ctrl Dly (s/v)8.9 --39.1 16.4 8.1 -- HCM Lane LOS A --E C A -- HCM 95th %tile Q(veh)0 --2.6 1.1 0.2 -- Exhibit 7 SUB25-1008 HCM 7th TWSC 13: NE Everett St (SR 500) & NE 14th Ave 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 13 Intersection Int Delay, s/veh 11.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 56 23 1 0 18 209 1 0 0 274 0 74 Future Vol, veh/h 56 23 1 0 18 209 1 0 0 274 0 74 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, %8 4 0 0 0 7 0 0 0 4 0 3 Mvmt Flow 66 27 1 0 21 246 1 0 0 322 0 87 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 702 692 44 -735 2 87 0 0 1 0 0 Stage 1 688 688 --3 ------- Stage 2 14 3 --732 ------- Critical Hdwy 7.18 6.54 6.2 -6.5 6.27 4.1 --4.14 -- Critical Hdwy Stg 1 6.18 5.54 --5.5 ------- Critical Hdwy Stg 2 6.18 5.54 --5.5 ------- Follow-up Hdwy 3.572 4.036 3.3 -4 3.363 2.2 --2.236 -- Pot Cap-1 Maneuver 345 365 1032 0 349 1068 1522 --1609 -- Stage 1 427 444 -0 897 ------- Stage 2 991 889 -0 430 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 196 287 1032 -274 1066 1522 --1607 -- Mov Cap-2 Maneuver 196 287 --274 ------- Stage 1 336 349 --896 ------- Stage 2 743 888 --338 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 33.56 10.99 7.37 6.14 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1522 --218 867 1181 -- HCM Lane V/C Ratio 0.001 --0.432 0.308 0.201 -- HCM Ctrl Dly (s/v)7.4 0 -33.6 11 7.8 0 - HCM Lane LOS A A -D B A A - HCM 95th %tile Q(veh)0 --2 1.3 0.7 -- Exhibit 7 SUB25-1008 HCM 7th TWSC 14: NE 6th Ave & Division St 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 14 Intersection Int Delay, s/veh 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 159 413 610 20 11 265 Future Vol, veh/h 159 413 610 20 11 265 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 50 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 --8 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %5 7 5 10 0 1 Mvmt Flow 173 449 663 22 12 288 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 685 0 -0 1244 342 Stage 1 ----674 - Stage 2 ----570 - Critical Hdwy 4.2 ---5.2 6.12 Critical Hdwy Stg 1 ----4.2 - Critical Hdwy Stg 2 ----4.2 - Follow-up Hdwy 2.25 ---3.5 3.31 Pot Cap-1 Maneuver 885 ---294 708 Stage 1 ----639 - Stage 2 ----689 - Platoon blocked, %--- Mov Cap-1 Maneuver 885 ---228 708 Mov Cap-2 Maneuver ----228 - Stage 1 ----496 - Stage 2 ----689 - Approach EB WB SB HCM Ctrl Dly, s/v 3.71 0 13.84 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)774 ---228 708 HCM Lane V/C Ratio 0.195 ---0.052 0.407 HCM Ctrl Dly (s/v)10.1 1.3 --21.6 13.5 HCM Lane LOS B A --C B HCM 95th %tile Q(veh)0.7 ---0.2 2 Exhibit 7 SUB25-1008 HCM 7th TWSC 15: NW Lacamas Ln & NW Lake Rd 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 15 Intersection Int Delay, s/veh 2.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 587 3 68 520 4 174 Future Vol, veh/h 587 3 68 520 4 174 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --105 -85 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 -6 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, %6 0 3 3 0 0 Mvmt Flow 675 3 78 598 5 200 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 678 0 1430 676 Stage 1 ----676 - Stage 2 ----754 - Critical Hdwy --4.13 -5.2 5.6 Critical Hdwy Stg 1 ----4.2 - Critical Hdwy Stg 2 ----4.2 - Follow-up Hdwy --2.227 -3.5 3.3 Pot Cap-1 Maneuver --909 -241 511 Stage 1 ----638 - Stage 2 ----602 - Platoon blocked, %--- Mov Cap-1 Maneuver --909 -220 511 Mov Cap-2 Maneuver ----220 - Stage 1 ----638 - Stage 2 ----550 - Approach EB WB NB HCM Ctrl Dly, s/v 0 1.08 16.62 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)220 511 --909 - HCM Lane V/C Ratio 0.021 0.391 --0.086 - HCM Ctrl Dly (s/v)21.7 16.5 --9.3 - HCM Lane LOS C C --A - HCM 95th %tile Q(veh)0.1 1.8 --0.3 - Exhibit 7 SUB25-1008 HCM 7th TWSC 16: NW Sierra St & NW Lake Rd 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 16 Intersection Int Delay, s/veh 5.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 410 88 76 428 93 166 Future Vol, veh/h 410 88 76 428 93 166 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --100 -110 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %5 7 11 2 3 7 Mvmt Flow 456 98 84 476 103 184 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 553 0 1149 504 Stage 1 ----504 - Stage 2 ----644 - Critical Hdwy --4.21 -6.43 6.27 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.299 -3.527 3.363 Pot Cap-1 Maneuver --973 -218 558 Stage 1 ----604 - Stage 2 ----521 - Platoon blocked, %--- Mov Cap-1 Maneuver --973 -200 558 Mov Cap-2 Maneuver ----200 - Stage 1 ----604 - Stage 2 ----476 - Approach EB WB NB HCM Ctrl Dly, s/v 0 1.36 24.07 HCM LOS C Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)200 558 --973 - HCM Lane V/C Ratio 0.518 0.331 --0.087 - HCM Ctrl Dly (s/v)40.9 14.6 --9.1 - HCM Lane LOS E B --A - HCM 95th %tile Q(veh)2.6 1.4 --0.3 - Exhibit 7 SUB25-1008 HCM 7th TWSC 17: NW Leadbetter Dr & NW Lake Rd 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 17 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 315 12 120 407 6 3 9 176 8 9 8 Future Vol, veh/h 7 315 12 120 407 6 3 9 176 8 9 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 90 --130 -------- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %0 4 18 2 2 33 0 22 8 0 0 12 Mvmt Flow 8 342 13 130 442 7 3 10 191 9 10 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 449 0 0 355 0 0 1072 1074 349 1069 1077 446 Stage 1 ------364 364 -707 707 - Stage 2 ------708 710 -362 371 - Critical Hdwy 4.1 --4.12 --7.1 6.72 6.28 7.1 6.5 6.32 Critical Hdwy Stg 1 ------6.1 5.72 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.72 -6.1 5.5 - Follow-up Hdwy 2.2 --2.218 --3.5 4.198 3.372 3.5 4 3.408 Pot Cap-1 Maneuver 1122 --1203 --200 203 681 201 221 592 Stage 1 ------659 590 -430 441 - Stage 2 ------429 408 -660 623 - Platoon blocked, %---- Mov Cap-1 Maneuver 1122 --1203 --167 179 681 122 195 592 Mov Cap-2 Maneuver ------167 179 -122 195 - Stage 1 ------655 586 -383 394 - Stage 2 ------367 364 -464 619 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.17 1.88 14.66 25.87 HCM LOS B D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)576 1122 --1203 --200 HCM Lane V/C Ratio 0.355 0.007 --0.108 --0.136 HCM Ctrl Dly (s/v)14.7 8.2 --8.4 --25.9 HCM Lane LOS B A --A --D HCM 95th %tile Q(veh)1.6 0 --0.4 --0.5 Exhibit 7 SUB25-1008 Timings 18: NW Parker St & NW Lake Rd 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 18 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)9 189 171 106 283 143 59 44 116 Future Volume (vph)9 189 171 106 283 143 59 44 116 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 2 6 4 8 Detector Phase 5 2 2 1 6 7 4 3 8 Switch Phase Minimum Initial (s)5.0 8.0 8.0 5.0 8.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.5 26.7 26.7 10.7 20.5 10.2 29.2 10.6 33.3 Total Split (s)15.0 45.0 45.0 25.0 55.0 15.0 30.0 15.0 30.0 Total Split (%)13.0%39.1%39.1%21.7%47.8%13.0%26.1%13.0%26.1% Yellow Time (s)3.0 4.0 4.0 3.0 3.6 3.0 3.6 3.0 3.0 All-Red Time (s)2.5 1.7 1.7 2.7 1.9 2.2 2.3 2.6 3.3 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)5.5 5.7 5.7 5.7 5.5 5.2 5.9 5.6 6.3 Lead/Lag Lag Lead Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None None None None Act Effct Green (s)18.7 12.6 12.6 21.0 18.8 21.8 17.0 16.7 9.9 Actuated g/C Ratio 0.33 0.22 0.22 0.37 0.33 0.39 0.30 0.30 0.18 v/c Ratio 0.03 0.56 0.40 0.27 0.33 0.31 0.36 0.13 0.49 Control Delay (s/veh)13.7 27.1 6.5 15.3 16.3 14.6 15.9 13.4 28.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)13.7 27.1 6.5 15.3 16.3 14.6 15.9 13.4 28.6 LOS B C A B B B B B C Approach Delay (s/veh)17.2 16.0 15.3 24.8 Approach LOS B B B C Intersection Summary Cycle Length: 115 Actuated Cycle Length: 56.3 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay (s/veh): 17.4 Intersection LOS: B Intersection Capacity Utilization 50.2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 18: NW Parker St & NW Lake Rd Exhibit 7 SUB25-1008 HCM 7th Signalized Intersection Summary 18: NW Parker St & NW Lake Rd 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)9 189 171 106 283 36 143 59 102 44 116 15 Future Volume (veh/h)9 189 171 106 283 36 143 59 102 44 116 15 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 0.99 0.99 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 1574 1841 1856 1900 1870 1826 1885 1856 1841 1796 1856 1900 Adj Flow Rate, veh/h 11 228 129 128 341 24 172 71 88 53 140 16 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %22 4 3 0 2 5 1 3 4 7 3 0 Cap, veh/h 386 327 279 380 550 39 403 120 149 381 249 29 Arrive On Green 0.12 0.18 0.18 0.10 0.16 0.16 0.09 0.16 0.16 0.09 0.15 0.15 Sat Flow, veh/h 1499 1841 1572 1810 3369 236 1795 749 929 1711 1632 186 Grp Volume(v), veh/h 11 228 129 128 179 186 172 0 159 53 0 156 Grp Sat Flow(s),veh/h/ln 1499 1841 1572 1810 1777 1828 1795 0 1678 1711 0 1818 Q Serve(g_s), s 0.0 5.7 3.6 0.0 4.6 4.6 0.0 0.0 4.3 0.0 0.0 3.9 Cycle Q Clear(g_c), s 0.0 5.7 3.6 0.0 4.6 4.6 0.0 0.0 4.3 0.0 0.0 3.9 Prop In Lane 1.00 1.00 1.00 0.13 1.00 0.55 1.00 0.10 Lane Grp Cap(c), veh/h 386 327 279 380 290 298 403 0 270 381 0 278 V/C Ratio(X)0.03 0.70 0.46 0.34 0.62 0.62 0.43 0.00 0.59 0.14 0.00 0.56 Avail Cap(c_a), veh/h 496 1476 1261 908 1794 1846 596 0 825 551 0 879 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.3 18.9 18.1 19.3 19.1 19.1 19.3 0.0 19.1 18.2 0.0 19.2 Incr Delay (d2), s/veh 0.0 1.0 0.4 0.2 0.8 0.8 0.7 0.0 0.8 0.2 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.2 1.2 1.2 1.7 1.8 1.7 0.0 1.5 0.5 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.3 19.9 18.5 19.5 19.9 19.9 20.0 0.0 19.8 18.4 0.0 19.9 LnGrp LOS B B B B B B B B B B Approach Vol, veh/h 368 493 331 209 Approach Delay, s/veh 19.3 19.8 19.9 19.5 Approach LOS B B B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 14.4 10.1 13.8 11.6 13.5 10.1 13.8 Change Period (Y+Rc), s 5.7 5.7 * 5.6 5.9 5.7 * 5.5 5.6 * 6.3 Max Green Setting (Gmax), s 19.3 39.3 * 9.4 24.1 9.5 * 50 9.8 * 24 Max Q Clear Time (g_c+I1), s 2.0 7.7 2.0 6.3 2.0 6.6 2.0 5.9 Green Ext Time (p_c), s 0.1 1.0 0.0 0.5 0.0 1.3 0.3 0.5 Intersection Summary HCM 7th Control Delay, s/veh 19.7 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Exhibit 7 SUB25-1008 HCM 7th TWSC 19: SE 283rd Ave & SE 23rd St 06/23/2025 Total 2030 AM Weekday AM Peak Hour 12:44 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 20 Intersection Int Delay, s/veh 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 48 106 216 43 54 140 Future Vol, veh/h 48 106 216 43 54 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, %14 9 3 18 8 9 Mvmt Flow 54 119 243 48 61 157 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 546 267 0 0 291 0 Stage 1 267 ----- Stage 2 279 ----- Critical Hdwy 6.54 6.29 --4.18 - Critical Hdwy Stg 1 5.54 ----- Critical Hdwy Stg 2 5.54 ----- Follow-up Hdwy 3.626 3.381 --2.272 - Pot Cap-1 Maneuver 479 755 --1237 - Stage 1 751 ----- Stage 2 742 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 453 755 --1237 - Mov Cap-2 Maneuver 453 ----- Stage 1 751 ----- Stage 2 702 ----- Approach WB NB SB HCM Ctrl Dly, s/v 12.94 0 2.24 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--625 501 - HCM Lane V/C Ratio --0.277 0.049 - HCM Ctrl Dly (s/v)--12.9 8.1 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--1.1 0.2 - Exhibit 7 SUB25-1008 HCM 7th TWSC 1: NE 232nd Ave & NE 28th St 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 387 132 13 231 0 124 0 14 1 1 3 Future Vol, veh/h 6 387 132 13 231 0 124 0 14 1 1 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-3 ---3 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %0 1 0 0 3 0 3 0 0 100 0 0 Mvmt Flow 6 412 140 14 246 0 132 0 15 1 1 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 246 0 0 552 0 0 769 768 482 698 838 246 Stage 1 ------495 495 -273 273 - Stage 2 ------274 273 -424 565 - Critical Hdwy 4.1 --4.1 --7.13 6.5 6.2 8.1 6.5 6.2 Critical Hdwy Stg 1 ------6.13 5.5 -7.1 5.5 - Critical Hdwy Stg 2 ------6.13 5.5 -7.1 5.5 - Follow-up Hdwy 2.2 --2.2 --3.527 4 3.3 4.4 4 3.3 Pot Cap-1 Maneuver 1332 --1028 --317 334 588 253 304 798 Stage 1 ------555 549 -561 687 - Stage 2 ------730 687 -454 511 - Platoon blocked, %---- Mov Cap-1 Maneuver 1332 --1028 --308 327 588 241 298 798 Mov Cap-2 Maneuver ------308 327 -241 298 - Stage 1 ------551 546 -553 677 - Stage 2 ------715 677 -439 508 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.09 0.46 25.08 13.21 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)323 20 --96 --444 HCM Lane V/C Ratio 0.454 0.005 --0.013 --0.012 HCM Ctrl Dly (s/v)25.1 7.7 0 -8.5 0 -13.2 HCM Lane LOS D A A -A A -B HCM 95th %tile Q(veh)2.3 0 --0 --0 Exhibit 7 SUB25-1008 HCM 7th TWSC 2: NE 242nd Ave (SR 500) & NE 28th St 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 2 Intersection Int Delay, s/veh 12.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 93 304 0 0 184 127 0 0 0 167 0 62 Future Vol, veh/h 93 304 0 0 184 127 0 0 0 167 0 62 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, %3 1 0 0 2 6 0 0 0 3 0 0 Mvmt Flow 103 338 0 0 204 141 0 0 0 186 0 69 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 346 0 0 338 0 0 749 890 338 819 819 275 Stage 1 ------544 544 -275 275 - Stage 2 ------204 346 -544 544 - Critical Hdwy 4.13 --4.1 --7.1 6.5 6.2 7.13 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.13 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.13 5.5 - Follow-up Hdwy 2.227 --2.2 --3.5 4 3.3 3.527 4 3.3 Pot Cap-1 Maneuver 1208 --1233 --331 284 709 293 312 769 Stage 1 ------527 522 -729 686 - Stage 2 ------802 639 -521 522 - Platoon blocked, %---- Mov Cap-1 Maneuver 1208 --1233 --269 254 709 262 279 769 Mov Cap-2 Maneuver ------269 254 -262 279 - Stage 1 ------471 467 -729 686 - Stage 2 ------730 639 -466 467 - Approach EB WB NB SB HCM Ctrl Dly, s/v 1.93 0 0 49 HCM LOS A E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)-422 --1233 --319 HCM Lane V/C Ratio -0.086 -----0.798 HCM Ctrl Dly (s/v)0 8.3 0 -0 --49 HCM Lane LOS A A A -A --E HCM 95th %tile Q(veh)-0.3 --0 --6.5 Exhibit 7 SUB25-1008 HCM 7th TWSC 3: NE 249th Ave & NE 25th St (SR 500)06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 3 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 428 55 2 280 31 4 Future Vol, veh/h 428 55 2 280 31 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, %1 3 50 4 7 0 Mvmt Flow 486 63 2 318 35 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 549 0 840 518 Stage 1 ----518 - Stage 2 ----323 - Critical Hdwy --4.6 -6.47 6.2 Critical Hdwy Stg 1 ----5.47 - Critical Hdwy Stg 2 ----5.47 - Follow-up Hdwy --2.65 -3.563 3.3 Pot Cap-1 Maneuver --819 -329 562 Stage 1 ----588 - Stage 2 ----723 - Platoon blocked, %--- Mov Cap-1 Maneuver --819 -328 562 Mov Cap-2 Maneuver ----328 - Stage 1 ----588 - Stage 2 ----720 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.07 16.83 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)344 --13 - HCM Lane V/C Ratio 0.116 --0.003 - HCM Ctrl Dly (s/v)16.8 --9.4 0 HCM Lane LOS C --A A HCM 95th %tile Q(veh)0.4 --0 - Exhibit 7 SUB25-1008 HCM 7th TWSC 4: NE 14th St & NE 249th Ave 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 4 Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 6 8 29 42 13 Future Vol, veh/h 6 6 8 29 42 13 Conflicting Peds, #/hr 0 0 0 0 0 1 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 68 68 68 68 68 68 Heavy Vehicles, %20 0 0 0 0 8 Mvmt Flow 9 9 12 43 62 19 Major/Minor Minor2 Major2 Conflicting Flow All 33 33 -0 Stage 1 33 33 -- Stage 2 0 0 -- Critical Hdwy 6.6 6.5 -- Critical Hdwy Stg 1 5.6 5.5 -- Critical Hdwy Stg 2 ---- Follow-up Hdwy 3.68 4 -- Pot Cap-1 Maneuver 936 863 -- Stage 1 945 871 -- Stage 2 ---- Platoon blocked, %-- Mov Cap-1 Maneuver 936 0 -- Mov Cap-2 Maneuver 936 0 -- Stage 1 945 0 -- Stage 2 -0 -- Approach EB WB HCM Ctrl Dly, s/v 8.92 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h)936 -- HCM Lane V/C Ratio 0.019 -- HCM Ctrl Dly (s/v)8.9 -- HCM Lane LOS A -- HCM 95th %tile Q(veh)0.1 -- Exhibit 7 SUB25-1008 HCM 7th TWSC 5: NE 3rd St & NE 257th Ave 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 5 Intersection Int Delay, s/veh 3.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 15 46 74 23 19 23 Future Vol, veh/h 15 46 74 23 19 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-3 3 --3 - Peak Hour Factor 65 65 65 65 65 65 Heavy Vehicles, %0 0 0 0 0 0 Mvmt Flow 23 71 114 35 29 35 Major/Minor Minor2 Major2 Conflicting Flow All 132 132 -0 Stage 1 132 132 -- Stage 2 0 0 -- Critical Hdwy 7 7.1 -- Critical Hdwy Stg 1 6 6.1 -- Critical Hdwy Stg 2 ---- Follow-up Hdwy 3.5 4 -- Pot Cap-1 Maneuver 848 746 -- Stage 1 880 774 -- Stage 2 ---- Platoon blocked, %-- Mov Cap-1 Maneuver 848 0 -- Mov Cap-2 Maneuver 848 0 -- Stage 1 880 0 -- Stage 2 -0 -- Approach EB WB HCM Ctrl Dly, s/v 9.77 0 HCM LOS A Minor Lane/Major Mvmt EBLn1 WBT WBR Capacity (veh/h)848 -- HCM Lane V/C Ratio 0.111 -- HCM Ctrl Dly (s/v)9.8 -- HCM Lane LOS A -- HCM 95th %tile Q(veh)0.4 -- Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 6 [NE Everett St & NE 3rd St_TotalPM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 SR500/NE 3rd St Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: SR500 3 L2 All MCs 98 6.0 98 6.0 0.291 9.7 LOS A 1.7 42.5 0.09 0.52 0.09 34.7 18 R2 All MCs 272 1.0 272 1.0 0.291 4.0 LOS A 1.7 42.5 0.09 0.52 0.09 35.2 Approach 369 2.3 369 2.3 0.291 5.5 LOS A 1.7 42.5 0.09 0.52 0.09 35.1 East: SR 500 1 L2 All MCs 208 2.0 208 2.0 0.185 10.1 LOS B 0.9 21.9 0.25 0.61 0.25 32.7 6 T1 All MCs 14 0.0 14 0.0 0.185 4.3 LOS A 0.9 21.9 0.25 0.61 0.25 33.4 Approach 222 1.9 222 1.9 0.185 9.8 LOS A 0.9 21.9 0.25 0.61 0.25 32.7 West: NE 3rd St 2 T1 All MCs 11 0.0 11 0.0 0.067 4.9 LOS A 0.3 7.6 0.33 0.50 0.33 35.6 12 R2 All MCs 67 0.0 67 0.0 0.067 4.9 LOS A 0.3 7.6 0.33 0.50 0.33 35.3 Approach 78 0.0 78 0.0 0.067 4.9 LOS A 0.3 7.6 0.33 0.50 0.33 35.3 All Vehicles 669 1.9 669 1.9 0.291 6.9 LOS A 1.7 42.5 0.17 0.55 0.17 34.3 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specif ied in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Monday, June 23, 2025 11:15:51 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 7 [NE Everett St & NE Everett Dr_TotalPM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 SR500/NE Everett Drive Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: SR500 8 T1 All MCs 349 1.0 349 1.0 0.458 4.8 LOS A 3.3 81.9 0.29 0.44 0.29 35.4 18 R2 All MCs 194 0.0 194 0.0 0.458 4.7 LOS A 3.3 81.9 0.29 0.44 0.29 35.1 Approach 544 0.6 544 0.6 0.458 4.8 LOS A 3.3 81.9 0.29 0.44 0.29 35.3 East: NE Everett Drive 1 L2 All MCs 174 0.0 174 0.0 0.237 11.2 LOS B 1.2 30.8 0.50 0.67 0.50 32.6 16 R2 All MCs 52 0.0 52 0.0 0.237 6.2 LOS A 1.2 30.8 0.50 0.67 0.50 33.0 Approach 226 0.0 226 0.0 0.237 10.0 LOS B 1.2 30.8 0.50 0.67 0.50 32.7 North: SR500 7 L2 All MCs 61 2.0 61 2.0 0.274 10.3 LOS B 1.5 38.7 0.39 0.52 0.39 33.9 4 T1 All MCs 235 0.0 235 0.0 0.274 5.3 LOS A 1.5 38.7 0.39 0.52 0.39 34.6 Approach 296 0.4 296 0.4 0.274 6.3 LOS A 1.5 38.7 0.39 0.52 0.39 34.4 All Vehicles 1065 0.4 1065 0.4 0.458 6.3 LOS A 3.3 81.9 0.36 0.51 0.36 34.5 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specif ied in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Monday, June 23, 2025 11:17:21 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 HCM 7th TWSC 8: NE Everett St (SR 500) & SE Leadbetter Rd 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 8 Intersection Int Delay, s/veh 3.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 28 131 125 426 322 18 Future Vol, veh/h 28 131 125 426 322 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 -110 --- Veh in Median Storage, #0 --0 0 - Grade, %2 --4 -4 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %0 4 2 0 1 0 Mvmt Flow 30 142 136 463 350 20 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1095 360 370 0 -0 Stage 1 360 ----- Stage 2 735 ----- Critical Hdwy 6.8 6.44 4.12 --- Critical Hdwy Stg 1 5.8 ----- Critical Hdwy Stg 2 5.8 ----- Follow-up Hdwy 3.5 3.336 2.218 --- Pot Cap-1 Maneuver 211 667 1189 --- Stage 1 683 ----- Stage 2 441 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 187 667 1189 --- Mov Cap-2 Maneuver 187 ----- Stage 1 605 ----- Stage 2 441 ----- Approach EB NB SB HCM Ctrl Dly, s/v 17.48 1.91 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1189 -460 -- HCM Lane V/C Ratio 0.114 -0.376 -- HCM Ctrl Dly (s/v)8.4 -17.5 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.4 -1.7 -- Exhibit 7 SUB25-1008 Timings 9: NE Everett St (SR 500) & NE 43rd Ave 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 9 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)224 60 488 298 53 404 Future Volume (vph)224 60 488 298 53 404 Turn Type Prot Perm NA Free pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 Free 6 Detector Phase 8 8 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 5.0 4.0 5.0 Minimum Split (s)23.0 23.0 30.0 10.0 50.0 Total Split (s)40.0 40.0 40.0 20.0 60.0 Total Split (%)40.0%40.0%40.0%20.0%60.0% Yellow Time (s)3.0 3.0 4.0 3.0 4.0 All-Red Time (s)1.0 1.0 1.0 2.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None Min Act Effct Green (s)14.5 14.5 29.3 59.4 35.3 35.3 Actuated g/C Ratio 0.24 0.24 0.49 1.00 0.59 0.59 v/c Ratio 0.55 0.14 0.59 0.21 0.12 0.40 Control Delay (s/veh)27.1 7.4 16.5 0.3 5.9 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)27.1 7.4 16.5 0.3 5.9 7.8 LOS C A B A A A Approach Delay (s/veh)22.9 10.4 7.6 Approach LOS C B A Intersection Summary Cycle Length: 100 Actuated Cycle Length: 59.4 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay (s/veh): 11.9 Intersection LOS: B Intersection Capacity Utilization 53.1%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: NE Everett St (SR 500) & NE 43rd Ave Exhibit 7 SUB25-1008 HCM 7th Signalized Intersection Summary 9: NE Everett St (SR 500) & NE 43rd Ave 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 10 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h)224 60 488 298 53 404 Future Volume (veh/h)224 60 488 298 53 404 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1979 1979 1791 1806 2057 2012 Adj Flow Rate, veh/h 238 54 519 0 56 430 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %0 0 1 0 0 3 Cap, veh/h 342 305 779 462 1210 Arrive On Green 0.18 0.18 0.44 0.00 0.05 0.60 Sat Flow, veh/h 1884 1677 1791 1530 1959 2012 Grp Volume(v), veh/h 238 54 519 0 56 430 Grp Sat Flow(s),veh/h/ln 1884 1677 1791 1530 1959 2012 Q Serve(g_s), s 4.9 1.1 9.6 0.0 0.6 4.5 Cycle Q Clear(g_c), s 4.9 1.1 9.6 0.0 0.6 4.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 342 305 779 462 1210 V/C Ratio(X)0.70 0.18 0.67 0.12 0.36 Avail Cap(c_a), veh/h 1635 1455 1511 1080 2667 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.9 14.4 9.3 0.0 6.4 4.2 Incr Delay (d2), s/veh 2.5 0.3 2.1 0.0 0.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.4 3.1 0.0 0.2 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 18.4 14.6 11.4 0.0 6.6 4.4 LnGrp LOS B B B A A Approach Vol, veh/h 292 519 486 Approach Delay, s/veh 17.7 11.4 4.7 Approach LOS B B A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.9 23.1 30.0 11.5 Change Period (Y+Rc), s 5.0 5.0 5.0 4.0 Max Green Setting (Gmax), s 15.0 35.0 55.0 36.0 Max Q Clear Time (g_c+I1), s 2.6 11.6 6.5 6.9 Green Ext Time (p_c), s 0.1 6.5 3.7 0.9 Intersection Summary HCM 7th Control Delay, s/veh 10.3 HCM 7th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. Exhibit 7 SUB25-1008 MOVEMENT SUMMARY Site: 10 [NE Everett St & NW Lake Rd_TotalPM (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.6.228 New Site Site Category: (None) Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ][ Total HV ][ Veh.Dist ] veh/h %veh/h %v/c sec veh ft mph South: NE Everett Street 3 L2 All MCs 282 0.0 282 0.0 0.304 12.1 LOS B 1.9 47.3 0.61 0.69 0.61 31.8 8 T1 All MCs 524 1.0 524 1.0 0.457 5.5 LOS A 3.4 86.2 0.67 0.57 0.67 34.8 Approach 806 0.7 806 0.7 0.457 7.8 LOS A 3.4 86.2 0.65 0.61 0.65 33.7 North: NE Everett Street 4 T1 All MCs 395 2.0 395 2.0 0.321 5.0 LOS A 2.1 54.0 0.52 0.49 0.52 35.1 14 R2 All MCs 306 0.0 306 0.0 0.243 4.9 LOS A 1.5 38.0 0.49 0.53 0.49 35.2 Approach 701 1.1 701 1.1 0.321 5.0 LOS A 2.1 54.0 0.50 0.51 0.50 35.2 West: NW Lake Road 5 L2 All MCs 390 1.0 390 1.0 0.337 11.7 LOS B 2.3 56.9 0.60 0.67 0.60 31.8 12 R2 All MCs 371 0.0 371 0.0 0.315 5.6 LOS A 2.1 52.4 0.59 0.58 0.59 35.0 Approach 762 0.5 762 0.5 0.337 8.7 LOS A 2.3 56.9 0.60 0.62 0.60 33.2 All Vehicles 2269 0.8 2269 0.8 0.457 7.2 LOS A 3.4 86.2 0.59 0.58 0.59 34.0 Site Level of Service (LOS) Method: Delay & Degree of Saturation (SIDRA). Site LOS Method is specif ied in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. Intersection and Approach LOS values are based on average delay for all movements (v/c not used). Roundabout Capacity Model: SIDRA HCM. Delay Model: SIDRA Standard (Control Delay: Geometric Delay is included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC | Licence: NETWORK / Enterprise Level 3 |Processed: Monday, June 23, 2025 11:19:33 AM Project: H:\31\31552 -Village at North Shore\analysis\Sidra\31552_SIDRA.sip9 Exhibit 7 SUB25-1008 HCM 7th TWSC 11: NE Everett St (SR 500) & NE 17th Ave 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 11 Intersection Int Delay, s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 119 18 56 463 484 72 Future Vol, veh/h 119 18 56 463 484 72 Conflicting Peds, #/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 -50 --- Veh in Median Storage, #1 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %0 0 4 0 0 2 Mvmt Flow 125 19 59 487 509 76 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1159 553 591 0 -0 Stage 1 553 ----- Stage 2 605 ----- Critical Hdwy 6.4 6.2 4.14 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.236 --- Pot Cap-1 Maneuver 219 536 975 --- Stage 1 580 ----- Stage 2 549 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 203 533 970 --- Mov Cap-2 Maneuver 341 ----- Stage 1 542 ----- Stage 2 546 ----- Approach EB NB SB HCM Ctrl Dly, s/v 21.68 0.97 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)970 -358 -- HCM Lane V/C Ratio 0.061 -0.403 -- HCM Ctrl Dly (s/v)9 -21.7 -- HCM Lane LOS A -C -- HCM 95th %tile Q(veh)0.2 -1.9 -- Exhibit 7 SUB25-1008 HCM 7th TWSC 12: NE Everett St (SR 500) & NE 15th Ave 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 12 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 53 10 33 6 8 28 12 438 3 40 365 97 Future Vol, veh/h 53 10 33 6 8 28 12 438 3 40 365 97 Conflicting Peds, #/hr 2 0 0 0 0 2 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------50 --50 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %0 10 0 0 0 0 0 1 0 0 1 0 Mvmt Flow 56 11 35 6 9 30 13 466 3 43 388 103 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1023 1020 440 972 1070 470 491 0 0 469 0 0 Stage 1 525 525 -493 493 ------- Stage 2 498 495 -479 577 ------- Critical Hdwy 7.1 6.6 6.2 7.1 6.5 6.2 4.1 --4.1 -- Critical Hdwy Stg 1 6.1 5.6 -6.1 5.5 ------- Critical Hdwy Stg 2 6.1 5.6 -6.1 5.5 ------- Follow-up Hdwy 3.5 4.09 3.3 3.5 4 3.3 2.2 --2.2 -- Pot Cap-1 Maneuver 216 229 621 234 223 598 1082 --1103 -- Stage 1 540 516 -561 550 ------- Stage 2 558 533 -572 505 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 187 218 621 200 212 597 1082 --1103 -- Mov Cap-2 Maneuver 187 218 -200 212 ------- Stage 1 519 497 -555 544 ------- Stage 2 515 527 -507 486 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 28.81 16.19 0.22 0.67 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1082 --251 366 1103 -- HCM Lane V/C Ratio 0.012 --0.407 0.122 0.039 -- HCM Ctrl Dly (s/v)8.4 --28.8 16.2 8.4 -- HCM Lane LOS A --D C A -- HCM 95th %tile Q(veh)0 --1.9 0.4 0.1 -- Exhibit 7 SUB25-1008 HCM 7th TWSC 13: NE Everett St (SR 500) & NE 14th Ave 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 13 Intersection Int Delay, s/veh 18.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 77 31 0 0 24 352 0 1 0 355 0 54 Future Vol, veh/h 77 31 0 0 24 352 0 1 0 355 0 54 Conflicting Peds, #/hr 3 0 2 2 0 3 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %0 3 0 0 0 2 0 0 0 1 0 0 Mvmt Flow 84 34 0 0 26 383 0 1 0 386 0 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 818 803 31 -833 5 59 0 0 2 0 0 Stage 1 801 801 --2 ------- Stage 2 17 2 --830 ------- Critical Hdwy 7.1 6.53 6.2 -6.5 6.22 4.1 --4.11 -- Critical Hdwy Stg 1 6.1 5.53 --5.5 ------- Critical Hdwy Stg 2 6.1 5.53 --5.5 ------- Follow-up Hdwy 3.5 4.027 3.3 -4 3.318 2.2 --2.209 -- Pot Cap-1 Maneuver 297 316 1048 0 307 1078 1558 --1627 -- Stage 1 381 395 -0 898 ------- Stage 2 1007 892 -0 388 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 131 237 1046 -231 1074 1558 --1625 -- Mov Cap-2 Maneuver 131 237 --231 ------- Stage 1 287 298 --897 ------- Stage 2 628 891 --292 ------- Approach EB WB NB SB HCM Ctrl Dly, s/v 83.81 12.74 0 6.86 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1558 --150 871 1302 -- HCM Lane V/C Ratio ---0.781 0.469 0.237 -- HCM Ctrl Dly (s/v)0 --83.8 12.7 7.9 0 - HCM Lane LOS A --F B A A - HCM 95th %tile Q(veh)0 --4.9 2.5 0.9 -- Exhibit 7 SUB25-1008 HCM 7th TWSC 14: NE 6th Ave & Division St 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 14 Intersection Int Delay, s/veh 3.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 228 700 578 28 8 149 Future Vol, veh/h 228 700 578 28 8 149 Conflicting Peds, #/hr 3 0 0 3 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 50 Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 --8 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %1 1 2 0 0 1 Mvmt Flow 240 737 608 29 8 157 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 641 0 -0 1475 322 Stage 1 ----626 - Stage 2 ----848 - Critical Hdwy 4.12 ---5.2 6.12 Critical Hdwy Stg 1 ----4.2 - Critical Hdwy Stg 2 ----4.2 - Follow-up Hdwy 2.21 ---3.5 3.31 Pot Cap-1 Maneuver 946 ---230 727 Stage 1 ----661 - Stage 2 ----561 - Platoon blocked, %--- Mov Cap-1 Maneuver 944 ---156 725 Mov Cap-2 Maneuver ----156 - Stage 1 ----449 - Stage 2 ----560 - Approach EB WB SB HCM Ctrl Dly, s/v 3.96 0 12.26 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h)750 ---156 725 HCM Lane V/C Ratio 0.254 ---0.054 0.216 HCM Ctrl Dly (s/v)10.1 2 --29.5 11.3 HCM Lane LOS B A --D B HCM 95th %tile Q(veh)1 ---0.2 0.8 Exhibit 7 SUB25-1008 HCM 7th TWSC 15: NW Lacamas Ln & NW Lake Rd 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 15 Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 657 4 82 472 11 67 Future Vol, veh/h 657 4 82 472 11 67 Conflicting Peds, #/hr 0 0 0 0 0 1 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --105 -85 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 -6 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %0 0 0 0 0 0 Mvmt Flow 699 4 87 502 12 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 703 0 1378 702 Stage 1 ----701 - Stage 2 ----677 - Critical Hdwy --4.1 -5.2 5.6 Critical Hdwy Stg 1 ----4.2 - Critical Hdwy Stg 2 ----4.2 - Follow-up Hdwy --2.2 -3.5 3.3 Pot Cap-1 Maneuver --904 -255 496 Stage 1 ----626 - Stage 2 ----637 - Platoon blocked, %--- Mov Cap-1 Maneuver --904 -231 496 Mov Cap-2 Maneuver ----231 - Stage 1 ----626 - Stage 2 ----576 - Approach EB WB NB HCM Ctrl Dly, s/v 0 1.39 14.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)231 496 --904 - HCM Lane V/C Ratio 0.051 0.144 --0.097 - HCM Ctrl Dly (s/v)21.4 13.5 --9.4 - HCM Lane LOS C B --A - HCM 95th %tile Q(veh)0.2 0.5 --0.3 - Exhibit 7 SUB25-1008 HCM 7th TWSC 16: NW Sierra St & NW Lake Rd 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 16 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 564 146 98 374 73 104 Future Vol, veh/h 564 146 98 374 73 104 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length --100 -110 0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %0 0 1 0 3 1 Mvmt Flow 594 154 103 394 77 109 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 747 0 1271 671 Stage 1 ----671 - Stage 2 ----600 - Critical Hdwy --4.11 -6.43 6.21 Critical Hdwy Stg 1 ----5.43 - Critical Hdwy Stg 2 ----5.43 - Follow-up Hdwy --2.209 -3.527 3.309 Pot Cap-1 Maneuver --866 -184 458 Stage 1 ----506 - Stage 2 ----546 - Platoon blocked, %--- Mov Cap-1 Maneuver --866 -163 458 Mov Cap-2 Maneuver ----163 - Stage 1 ----506 - Stage 2 ----481 - Approach EB WB NB HCM Ctrl Dly, s/v 0 2.02 27.79 HCM LOS D Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h)163 458 --866 - HCM Lane V/C Ratio 0.473 0.239 --0.119 - HCM Ctrl Dly (s/v)45.6 15.3 --9.7 - HCM Lane LOS E C --A - HCM 95th %tile Q(veh)2.2 0.9 --0.4 - Exhibit 7 SUB25-1008 HCM 7th TWSC 17: NW Leadbetter Dr & NW Lake Rd 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 17 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 575 7 83 359 6 4 5 121 10 7 13 Future Vol, veh/h 7 575 7 83 359 6 4 5 121 10 7 13 Conflicting Peds, #/hr 0 0 3 3 0 0 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 90 --130 -------- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %0 0 0 0 1 0 0 0 0 0 0 8 Mvmt Flow 8 625 8 90 390 7 4 5 132 11 8 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 397 0 0 636 0 0 1222 1224 632 1217 1225 394 Stage 1 ------647 647 -574 574 - Stage 2 ------575 577 -643 651 - Critical Hdwy 4.1 --4.1 --7.1 6.5 6.2 7.1 6.5 6.28 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.2 --3.5 4 3.3 3.5 4 3.372 Pot Cap-1 Maneuver 1173 --957 --158 181 484 159 180 642 Stage 1 ------463 470 -508 507 - Stage 2 ------507 505 -465 468 - Platoon blocked, %---- Mov Cap-1 Maneuver 1173 --955 --132 162 483 101 162 641 Mov Cap-2 Maneuver ------132 162 -101 162 - Stage 1 ------459 465 -460 459 - Stage 2 ------441 457 -332 463 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.1 1.7 17.99 28.64 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)417 1173 --955 --185 HCM Lane V/C Ratio 0.339 0.006 --0.094 --0.177 HCM Ctrl Dly (s/v)18 8.1 --9.2 --28.6 HCM Lane LOS C A --A --D HCM 95th %tile Q(veh)1.5 0 --0.3 --0.6 Exhibit 7 SUB25-1008 Timings 18: NW Parker St & NW Lake Rd 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 18 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)19 445 147 45 316 200 120 43 90 Future Volume (vph)19 445 147 45 316 200 120 43 90 Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 2 6 4 8 Detector Phase 5 2 2 1 6 7 4 3 8 Switch Phase Minimum Initial (s)5.0 8.0 8.0 5.0 8.0 5.0 5.0 5.0 5.0 Minimum Split (s)10.5 26.7 26.7 10.7 20.5 10.2 29.2 10.6 33.3 Total Split (s)15.0 45.0 45.0 25.0 55.0 15.0 30.0 15.0 30.0 Total Split (%)13.0%39.1%39.1%21.7%47.8%13.0%26.1%13.0%26.1% Yellow Time (s)3.0 4.0 4.0 3.0 3.6 3.0 3.6 3.0 3.0 All-Red Time (s)2.5 1.7 1.7 2.7 1.9 2.2 2.3 2.6 3.3 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)5.5 5.7 5.7 5.7 5.5 5.2 5.9 5.6 6.3 Lead/Lag Lag Lead Lead Lag Lead Lag Lead Lag Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None None None None Act Effct Green (s)28.7 24.7 24.7 30.0 26.0 23.6 17.3 14.9 9.8 Actuated g/C Ratio 0.43 0.37 0.37 0.45 0.39 0.36 0.26 0.22 0.15 v/c Ratio 0.04 0.69 0.23 0.14 0.27 0.41 0.54 0.15 0.42 Control Delay (s/veh)14.5 26.2 2.9 14.6 18.3 21.8 27.3 20.1 35.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)14.5 26.2 2.9 14.6 18.3 21.8 27.3 20.1 35.5 LOS B C A B B C C C D Approach Delay (s/veh)20.2 17.9 24.8 31.1 Approach LOS C B C C Intersection Summary Cycle Length: 115 Actuated Cycle Length: 66.4 Natural Cycle: 85 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay (s/veh): 22.0 Intersection LOS: C Intersection Capacity Utilization 64.8%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 18: NW Parker St & NW Lake Rd Exhibit 7 SUB25-1008 HCM 7th Signalized Intersection Summary 18: NW Parker St & NW Lake Rd 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 19 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)19 445 147 45 316 25 200 120 117 43 90 17 Future Volume (veh/h)19 445 147 45 316 25 200 120 117 43 90 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 0.99 0.99 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1885 1900 1885 1900 1885 1885 1900 1900 1885 1900 Adj Flow Rate, veh/h 21 489 113 49 347 18 220 132 108 47 99 14 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %0 0 1 0 1 0 1 1 0 0 1 0 Cap, veh/h 583 586 491 270 531 27 381 175 143 201 172 24 Arrive On Green 0.24 0.31 0.31 0.08 0.15 0.15 0.11 0.18 0.18 0.05 0.11 0.11 Sat Flow, veh/h 1810 1900 1592 1810 3463 179 1795 958 783 1810 1613 228 Grp Volume(v), veh/h 21 489 113 49 179 186 220 0 240 47 0 113 Grp Sat Flow(s),veh/h/ln 1810 1900 1592 1810 1791 1852 1795 0 1741 1810 0 1842 Q Serve(g_s), s 0.0 14.4 3.2 0.0 5.7 5.7 0.7 0.0 7.9 0.0 0.0 3.5 Cycle Q Clear(g_c), s 0.0 14.4 3.2 0.0 5.7 5.7 0.7 0.0 7.9 0.0 0.0 3.5 Prop In Lane 1.00 1.00 1.00 0.10 1.00 0.45 1.00 0.12 Lane Grp Cap(c), veh/h 583 586 491 270 275 284 381 0 318 201 0 196 V/C Ratio(X)0.04 0.83 0.23 0.18 0.65 0.66 0.58 0.00 0.75 0.23 0.00 0.58 Avail Cap(c_a), veh/h 583 1240 1039 700 1472 1522 468 0 697 402 0 725 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.5 19.4 15.5 25.3 24.0 24.0 23.3 0.0 23.3 27.4 0.0 25.6 Incr Delay (d2), s/veh 0.0 1.2 0.1 0.1 1.0 1.0 1.4 0.0 1.4 0.6 0.0 1.0 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 0.2 5.8 1.1 0.6 2.3 2.4 2.7 0.0 3.1 0.6 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 16.5 20.6 15.6 25.4 24.9 25.0 24.7 0.0 24.7 28.0 0.0 26.6 LnGrp LOS B C B C C C C C C C Approach Vol, veh/h 623 414 460 160 Approach Delay, s/veh 19.6 25.0 24.7 27.0 Approach LOS B C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 24.3 8.3 16.9 20.2 14.7 12.5 12.7 Change Period (Y+Rc), s 5.7 5.7 * 5.6 5.9 5.7 * 5.5 5.6 * 6.3 Max Green Setting (Gmax), s 19.3 39.3 * 9.4 24.1 9.5 * 50 9.8 * 24 Max Q Clear Time (g_c+I1), s 2.0 16.4 2.0 9.9 2.0 7.7 2.7 5.5 Green Ext Time (p_c), s 0.0 2.1 0.0 0.7 0.0 1.3 0.3 0.3 Intersection Summary HCM 7th Control Delay, s/veh 23.1 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Exhibit 7 SUB25-1008 HCM 7th TWSC 19: SE 283rd Ave & SE 23rd St 06/23/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 20 Intersection Int Delay, s/veh 3.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 55 167 40 41 156 Future Vol, veh/h 51 55 167 40 41 156 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, %4 6 4 14 5 4 Mvmt Flow 58 63 190 45 47 177 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 483 213 0 0 235 0 Stage 1 213 ----- Stage 2 270 ----- Critical Hdwy 6.44 6.26 --4.15 - Critical Hdwy Stg 1 5.44 ----- Critical Hdwy Stg 2 5.44 ----- Follow-up Hdwy 3.536 3.354 --2.245 - Pot Cap-1 Maneuver 539 818 --1315 - Stage 1 818 ----- Stage 2 770 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 518 818 --1315 - Mov Cap-2 Maneuver 518 ----- Stage 1 818 ----- Stage 2 740 ----- Approach WB NB SB HCM Ctrl Dly, s/v 11.93 0 1.63 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--639 375 - HCM Lane V/C Ratio --0.188 0.035 - HCM Ctrl Dly (s/v)--11.9 7.8 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.7 0.1 - Exhibit 7 SUB25-1008 Appendix H:Year 2030 Mitigated Total Traffic Conditions Analysis Worksheets Exhibit 7 SUB25-1008 05/12/2025 Total 2030 AM 2: NE 242nd Ave (SR 500) & NE 28th St Weekday AM Peak Hour 31552_Synchro 12 model for TIA.syn Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Intersection Delay, s/veh 12.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 171 0 0 252 120 0 0 0 106 0 87 Future Vol, veh/h 31 171 0 0 252 120 0 0 0 106 0 87 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, %13 9 0 0 6 6 0 0 0 4 0 5 Mvmt Flow 36 201 0 0 296 141 0 0 0 125 0 102 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 11.4 14.5 0 11.4 HCM LOS B B -B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %0%15%0%55% Vol Thru, %100%85%68%0% Vol Right, %0%0%32%45% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 0 202 372 193 LT Vol 0 31 0 106 Through Vol 0 171 252 0 RT Vol 0 0 120 87 Lane Flow Rate 0 238 438 227 Geometry Grp 1 1 1 1 Degree of Util (X)0 0.355 0.588 0.345 Departure Headway (Hd)6.055 5.383 4.836 5.474 Convergence, Y/N Yes Yes Yes Yes Cap 0 668 753 658 Service Time 4.102 3.411 2.836 3.505 HCM Lane V/C Ratio 0 0.356 0.582 0.345 HCM Control Delay, s/veh 9.1 11.4 14.5 11.4 HCM Lane LOS N B B B HCM 95th-tile Q 0 1.6 3.9 1.5 Exhibit 7 SUB25-1008 HCM 7th AWSC 2: NE 242nd Ave (SR 500) & NE 28th St 06/24/2025 Total 2030 PM Weekday PM Peak Hour 12:45 pm 05/06/2025 Baseline Synchro 12 Report Kittelson & Associates, Inc Page 1 Intersection Intersection Delay, s/veh 15 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 93 304 0 0 184 127 0 0 0 167 0 62 Future Vol, veh/h 93 304 0 0 184 127 0 0 0 167 0 62 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %3 1 0 0 2 6 0 0 0 3 0 0 Mvmt Flow 103 338 0 0 204 141 0 0 0 186 0 69 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 17.5 13.1 0 13.1 HCM LOS C B -B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %0%23%0%73% Vol Thru, %100%77%59%0% Vol Right, %0%0%41%27% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 0 397 311 229 LT Vol 0 93 0 167 Through Vol 0 304 184 0 RT Vol 0 0 127 62 Lane Flow Rate 0 441 346 254 Geometry Grp 1 1 1 1 Degree of Util (X)0 0.647 0.492 0.417 Departure Headway (Hd)6.521 5.282 5.122 5.898 Convergence, Y/N Yes Yes Yes Yes Cap 0 684 701 611 Service Time 4.594 3.319 3.162 3.942 HCM Lane V/C Ratio 0 0.645 0.494 0.416 HCM Control Delay, s/veh 9.6 17.5 13.1 13.1 HCM Lane LOS N C B B HCM 95th-tile Q 0 4.7 2.7 2.1 Exhibit 7 SUB25-1008 Appendix I: Turn Lane Worksheets Exhibit 7 SUB25-1008 Chapter 1310 Intersections WSDOT Design Manua M 22-01.23 Page 1310-16 September 2024 Exhibit 1310-9 Left-Turn Storage Guidelines: Two-Lane, Unsignalized SR 500 Posted Speed 45 mph Advisory Speed at intersection is 35 (EB) and 40 mph (WB) Total 2030 AM % Left = <1% DHV = 589 Total 2030 PM % Left = <1% DHV = 765 SR 500 / NE 249th Ave A westbound left-turn lane does not meet guideline for consideration. Exhibit 7 SUB25-1008 Chapter 1310 Intersections WSDOT Design Manua M 22-01.23 Page 1310-33 September 2024 A capacity analysis may be used to determine whether right-turn lanes are needed to maintain the desired level of service. Where adequate right of way exists, providing right-turn lanes is relatively inexpensive and can provide increased operational efficiency. The right-turn pocket or the right-turn taper (see Exhibit 1310-25) may be used at any minor intersection where a right-turn lane is not provided. These designs reduce interference and delay to the through movement by offering an earlier exit to right-turning vehicles. If the right-turn pocket is used, Exhibit 1310-25 shows taper lengths for various posted speeds. Exhibit 1310-24 Right-Turn Lane Guidelines Notes: [1] For two-lane highways, use the peak hour DDHV (through + right-turn). For multilane, highways (posted speed 45 mph or above), use the right-lane peak hour approach volume (through + right-turn). [2] When all three of the following conditions are met, reduce the right-turn DDHV by 20: o The posted speed is 45 mph or below o The right-turn volume is greater than 40 VPH o The peak hour approach volume (DDHV) is less than 300 VPH [3] For right-turn corner design, see Exhibit 1310-8. [4] For right-turn pocket or taper design, see Exhibit 1310-25. [5] For right-turn lane design, see Exhibit 1310-26. SR 500 Posted Speed 45 mph Advisory Speed at intersection is 35 (EB) and 40 mph (WB) Total 2030 PM DDHV= 483 Right Turns = 55 Total 2030 AM DDHV = 288 Right Turns = 33 Exhibit 7 SUB25-1008 Chapter 1310 Intersections WSDOT Design Manua M 22-01.23 Page 1310-16 September 2024 Exhibit 1310-9 Left-Turn Storage Guidelines: Two-Lane, Unsignalized NE 3rd St Posted Speed 40 mph Total 2030 AM % Left = 76% DHV = 83 Total 2030 PM % Left = 76% DHV = 139 NE 257th Ave / NE 3rd Street A westbound left-turn lane does not meet guideline for consideration. Exhibit 7 SUB25-1008 HSR-NORTH SHORE DEVELOPMENT AGREEMENT - HSRD01-000001 – 7499080.1 EXHIBIT D Page 1 of 1 AKS Job #9095 EXHIBIT __ LEGAL DESCRIPTION Located in the Northwest Quarter of Secon 35, Township 2 North, Range 3 East of the Willamee Meridian, City of Camas, Clark County, Washington described as follows: COMMENCING at the Northwest Corner of said Secon 35; thence South 01°04’03” West 1320.01 feet along the west line of said Northwest Quarter to the southwest corner of Auditor’s File Number 6175749; thence South 88°51’08” East 185.00 feet along the south line of said Parcel to the POINT OF BEGINNING; thence connuing South 88°51’08” East 98.93 feet along said south line; thence leaving said south line along a non-tangent curve to the le (Radial: North 26°52’15” East) with a Radius of 333.00 feet, a Delta of 25°43’24”, a Length of 149.50 feet, and a Chord of South 75°59’27” East 148.25 feet; thence parallel with and 33.00 feet southerly of, when measured at right angles to, the south line of said Parcel South 88°51’08” East 240.01 feet; thence along a curve to the le with a Radius of 333.00 feet, a Delta of 15°07’12”, a Length of 87.88 feet, and a Chord of North 83°35’16” West 87.62 feet; thence along a curve to the right with a Radius of 267.00 feet, a Delta of 15°07’34”, a Length of 70.49 feet, and a Chord of North 83°35’27” East 70.28 feet; thence South 01°08’52” West 40.77 feet; thence parallel with and 53.00 feet southerly of, when measured at right angles to, the south line of said Parcel North 88°51’08” West 396.54 feet; thence North 84°37’26” West 244.12 feet; thence North 01°08’52” East 35.00 feet to the POINT OF BEGINNING. Contains 16,996 square feet (0.39 acres) more or less. DRAFT D DATE: CHECKED BY:DRAWN BY: AKS ENGINEERING AND FORESTRY, LLC 9600 NE 126TH AVE, SUITE 2520 VANCOUVER, WA 98682 360.882.0419 WWW.AKS-ENG.COM JOB:DWG:9095 5/14/2026 JOHPSP 9095 GRD ESMT EXHIBITDRAFT D HSR-NORTH SHORE DEVELOPMENT AGREEMENT - HSRD01-000001 – 7499080.1 EXHIBIT E Page 1 of 1 AKS Job #9095 EXHIBIT __ LEGAL DESCRIPTION Located in the Northwest Quarter of Secon 35 and the Northeast Quarter of Secon 34, Township 2 North, Range 3 East of the Willamee Meridian, City of Camas, Clark County, Washington described as follows: COMMENCING at the Northwest Corner of said Secon 35; thence South 01°04’03” West 1320.01 feet along the west line of the Northwest Quarter of said Secon 35 to the southwest corner of Auditor’s File Number 6175749 and the POINT OF BEGINNING; thence South 88°51’08” East 185.00 feet along the south line of said Parcel; thence leaving said south line South 01°08’52” West 35.00 feet; thence North 88°53’16” West 380.00 feet; thence North 01°08’52” East 35.00 feet to the south line of Auditor’s File Number 6044922; thence along the south line of said parcel South 88°55’17” East 195.00 feet to the POINT OF BEGINNING. Contains 13,322 square feet (0.31 acres) more or less. DRAFT E DATE: CHECKED BY:DRAWN BY: AKS ENGINEERING AND FORESTRY, LLC 9600 NE 126TH AVE, SUITE 2520 VANCOUVER, WA 98682 360.882.0419 WWW.AKS-ENG.COM JOB:DWG:9095 5/14/2026 JOHPSP 9095 GRD ESMT EXHIBITDRAFT E HSR-NORTH SHORE DEVELOPMENT AGREEMENT - HSRD01-000001 – 7499080.1 EXHIBIT F Page 1 of 2 AKS Job #9095 EXHIBIT __ LEGAL DESCRIPTION Located in the Northeast Quarter of Secon 34, Township 2 North, Range 3 East of the Willamee Meridian, City of Camas, Clark County, Washington described as follows: COMMENCING at the Northeast Corner of said Secon 34; thence South 01°04’03” West 1320.01 feet along the east line of the Northeast Quarter of said Secon 34 to the southeast corner of Auditor’s File Number 6044922; thence North 88°55’17” West 868.04 feet along the south line of said Parcel to the POINT OF BEGINNING; thence leaving said south line South 01°04’43” West 143.09 feet; thence along a curve to the right with a Radius of 115.00 feet, a Delta of 69°58’29”, a Length of 140.45 feet, and a Chord of South 36°03’57” West 131.88 feet; thence South 71°03’12” West 138.58 feet; thence along a curve to the le with a Radius of 85.00 feet, a Delta of 20°46’12”, a Length of 30.81 feet, and a Chord of South 60°40’06” West 30.64 feet; thence South 50°17’00” West 129.50 feet; thence along a curve to the le with a Radius of 85.00 feet, a Delta of 25°55’53”, a Length of 38.47 feet, and a Chord of South 37°19’03” West 38.14 feet; thence South 24°21’07” West 47.95 feet to the most westerly north line of Auditor’s File Number 5570688; thence South 24°21’07” West 111.18 feet; thence along a curve to the le with a Radius of 85.00 feet, a Delta of 23°20’10”, a Length of 34.62 feet, and a Chord of South 12°41’01” West 34.38 feet; thence South 01°00’56” West 148.95 feet to the north right-of-way line of Southeast Leadbeer Road (30.00 feet from centerline); F Page 2 of 2 AKS Job #9095 thence along said north right-of-way line (30.00 feet from centerline) North 84°37’17” West 30.09 feet; thence leaving said north right-of-way line North 01°00’56” East 146.67 feet; thence along a curve to the right with a Radius of 115.00 feet, a Delta of 23°20’10”, a Length of 46.84 feet, and a Chord of North 12°41’01” East 46.52 feet; thence North 24°21’07” East 98.27 feet to a point on the most westerly north line of Auditor’s File Number 5570688; thence North 24°21’07” East 60.86 feet; thence along a curve to the right with a Radius of 115.00 feet, a Delta of 25°55’53”, a Length of 52.05 feet, and a Chord of North 37°19’03” East 51.60 feet; thence North 50°17’00” East 129.50 feet; thence along a curve to the right with a Radius of 115.00 feet, a Delta of 20°46’12”, a Length of 41.69 feet, and a Chord of North 60°40’06” East 41.46 feet; thence North 71°03’12” East 138.58 feet; thence along a curve to the le with a Radius of 85.00 feet, a Delta of 69°58’29”, a Length of 103.81 feet, and a Chord of North 36°03’57” East 97.48 feet; thence North 01°04’43” East 143.09 feet to the southwest corner of Auditor’s File Number 6044922; thence along the south line of said Parcel South 88°55’17” East 30.00 feet to the POINT OF BEGINNING. Contains 28,874 square feet (0.66 acres) more or less. DRAFT SE LEADBETTER ROA D DATE: CHECKED BY:DRAWN BY: AKS ENGINEERING AND FORESTRY, LLC 9600 NE 126TH AVE, SUITE 2520 VANCOUVER, WA 98682 360.882.0419 WWW.AKS-ENG.COM JOB:DWG:9095 5/14/2026 JOHPSP 9095 UTIL AND ACC ESMT EXHIBIT DRAFT F HSR-NORTH SHORE DEVELOPMENT AGREEMENT - HSRD01-000001 – 7499080.1 EXHIBIT G Page 1 of 1 AKS Job #9095 EXHIBIT __ LEGAL DESCRIPTION Located in the Northwest Quarter of Secon 35, Township 2 North, Range 3 East of the Willamee Meridian, City of Camas, Clark County, Washington described as follows: COMMENCING at the northwest corner of said Secon 35; thence South 01°04’03” West 1320.01 feet along the west line of the Northwest Quarter of said Secon 35 to the southwest corner of Auditor’s File Number 6175749; thence South 88°51’08” East 283.93 feet along the south line of said Parcel to the POINT OF BEGINNING; thence connuing South 88°51’08” East 541.07 feet along said south line to the southeast corner of said Parcel; thence South 01°30’28” West 12.23 feet; thence along a non-tangent curve to the le (Radial: South 01°08’15” West) with a Radius of 267.00 feet, a Delta of 15°06’35”, a Length of 70.41 feet, and a Chord of South 83°34’57” West 70.21 feet; thence along a curve to the right with a Radius of 333.00 feet, a Delta of 15°07’12”, a Length of 87.88 feet, and a Chord of South 83°35’16” West 87.62 feet; thence parallel with and 33.00 feet southerly of, when measured at right angles, the south line of said Parcel North 88°51’08” West 240.01 feet; thence along a curve to the right with a Radius of 333.00 feet, a Delta of 25°43’24”, a Length of 149.50 feet, and a Chord of North 75°59’27” West 148.25 feet to the POINT OF BEGINNING. Contains 14,732 square feet (0.33 acres) more or less. DRAFT G DATE: CHECKED BY:DRAWN BY: AKS ENGINEERING AND FORESTRY, LLC 9600 NE 126TH AVE, SUITE 2520 VANCOUVER, WA 98682 360.882.0419 WWW.AKS-ENG.COM JOB:DWG:9095 5/14/2026 JOHPSP 9095 CONST ESMT EXHIBITDRAFT G