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HE Meeting Packet 01-14-2026
AGENDA HEARING EXAMINER MEETING City Hall – 525 North Third Avenue Council Chambers WEDNESDAY, JANUARY 14, 2026 6:00 PM This meeting is broadcast live on PSC-TV Channel 191 on Charter Cable and streamed at www.pasco-wa.com/psctvlive. Audio equipment available for the hearing impaired; contact staff for assistance. I. CALL TO ORDER II. PUBLIC HEARINGS • PP 2024-003 Barker Heights A public hearing will be held to consider the Preliminary Plat application for a subdivision of 215 lots within the R-3 (Medium Density Residential) zoning district. The development will include single-family detached and attached homes, with 125 lots proposed as attached homes and the remainder as detached homes. • SP 2025-016 PSD #1 Portable Classrooms Applicant has applied for a Special Use Permit (SP2025-016) to establish portable classrooms, at three different schools. The addresses of the proposal are Columbia River Elementary School 9011 Burns Rd; Reynolds School 9507 Burns Rd; and Three Rivers Elementary School is located at 3901 Rd 84. • SP 2025-017 Pasco High School Softball Field & Lighting Applicant has submitted a SEPA checklist and Special Permit Application (SP2025-017) for the replacement and reorientation of the existing softball field, adding new sports-oriented buildings, and adding field lighting. The project is located at 1108 N 10th Ave III. ADJOURNMENT REPORT TO THE HEARING EXAMINER City Hall – 525 North Third Avenue – Council Chambers WEDNESDAY, January 14, 2026 6:00 PM 1 MASTER FILE #: PP 2024-003 APPLICANT: P&R Construction, LLC 105609 Wiser Parkway Kennewick, WA 99338 REQUEST: Preliminary Plat: Barker Heights Preliminary Plat, proposing the subdivision of Parcel No. 115181188 and approximately 50 feet of the northern portion of Parcel No. 115180055 to allow for the extension of Danube Drive and the development of 215 residential lots. Timeline: April 8, 2024 Preliminary Plat Application-PP2024-003 and SEPA Environmental Checklist- SEPA2024-015, submitted May 6, 2024 Preliminary Plat Application Deemed Complete July 3, 2024 Memorandum Issued Requesting Danube Drive to be Extended to Broadmoor Boulevard November 20, 2025 Preliminary Plat Map Submitted Showing Danube Drive Extended-Submitted December 24, 2025 Notice of Public Hearing for PP2024-003 Mailed to Properties Within 300 Feet of Proposed Subdivision December 31, 2025 Notice for Public Hearing for PP2024-003 Published in Tri-City Herald January 7, 2026 Public Hearing Staff Report Published Exhibits: 1. Maps 6. SEPA2023-038 MDNS 2. Preliminary Plat 7. SEPA2023-038 Checklist 3. Application 8. SEPA2024-015 Checklist 4. Title Report 9. TIA 5. Public Notices 10. Correspondence/Comments 2 BACKGROUND 1) PROPERTY DESCRIPTION: Parcel: 115181188 Abbreviated Legal: Barker Ranch 1st Addition Phase 3 Tract G Parcel: Approximately the northern 50 feet of Parcel No. 115180055. Abbreviated Legal: N2SE4SE4 6-9-29 EXC PTN FOR CO RD R/W (1729792) General Location: The subject property is located west of Broadmoor Boulevard, north of Burns Road, east of future Road 104, and south of Dent Road. Property Size: 34.64 acres 2) ACCESS: The property will have access from Broadmoor Boulevard and Road 104. 3) UTILITIES: Municipal water and sewer service is available within Broadmoor Boulevard and Road 104. Water and sewer lines will be required to extend to and through the property frontages along Broadmoor Boulevard and Road 104, as determined necessary during concurrency review. 4) LAND USE AND ZONING: The property is zoned R-3 (Medium Density Residential). The site is currently undeveloped. Surrounding properties are zoned and developed as follows: North: RR-5 (Rural Residential-County) – Single-Family Homes / Agricultural East: R-4 (High Density Residential) – Undeveloped Land South: R-S-1 (Suburban) – Undeveloped Land (approximately 50 feet of the northern portion of Parcel No. 115180055 will be utilized for the Danube Drive extension) West: R-1 (Low Density Residential) – Single-Family Homes 5) COMPREHENSIVE PLAN: The City of Pasco Comprehensive Plan designates the site as Medium Density Residential. This designation supports a variety of housing types at densities of 6 to 20 dwelling units per acre and may correspond to the R-2 (Medium Density Residential), R-3, R-4, or R-P (Residential Park) zoning districts. 6) ENVIRONMENTAL DETERMINATION: The City of Pasco is the lead agency for this project. Based on the SEPA checklist (SEPA2024-015), it was determined that the SEPA review had already been addressed under SEPA2023-038, the adopted City Comprehensive Plan, City development regulations, and other available information. As a result, a Mitigated Determination of Non-Significance (MDNS) was issued on June 30, 2023, which required an archaeological survey, a traffic impact analysis, and the implementation of neighborhood traffic calming measures. The MDNS for this project was issued pursuant to WAC 197- 11-355. ANALYSIS Request The applicant proposes to subdivide Parcel No. 115181188, totaling approximately 34.64 acres, into 215 residential lots, including 90 single-family detached lots and 125 single-family attached lots, to be developed in five phases. Proposed improvements include mass grading, construction of public streets, and installation of water, sewer, communication, and power infrastructure. The project also involves extending existing City streets, including Road 104, Atlantic Drive, and Danube Drive. Three public pedestrian pathways are proposed 3 to enhance connectivity and walkability within the subdivision, providing convenient pedestrian access from Road 104. Pursuant to Pasco Municipal Code (PMC) 21.15.010(3)(d)(iii), dedication of Danube Drive is necessary to extend and complete the existing neighborhood street pattern. Accordingly, at the City’s request, the developer shall be responsible for extending Danube Drive. Because a portion of this extension traverses Parcel No. 115180055, which is under separate ownership, the developer shall obtain all required legal documentation to extend and dedicate the roadway as public right-of-way. History The subject property was annexed into the City of Pasco in 2017 by Ordinance No. 4330 and concurrently assigned the R-S-1 zoning designation pursuant to Ordinance No. 4331. In 2023, the property’s land use designation was changed from Low Density Residential to Medium Density Residential through Ordinance No. 4651, and it was concurrently rezoned from R-S-1 to R-3 via Ordinance No. 4683. Historical aerial imagery and property records indicate that the site was originally used for agricultural purposes, although over time the surrounding area was developed with residential uses. Lot & Right-of-Way Layout The proposed preliminary plat would create a total of 215 lots designated for single-family residential development. The subdivision includes the dedication of public right-of-way and construction of new internal roadways, including the planned extension of Atlantic Drive—classified as a future neighborhood collector street—as well as Danube Drive and Road 104, both classified as local access streets. Atlantic Drive runs east–west and was initially constructed with the adjacent Barker Ranch 1st Addition. Danube Drive provides a required eastward connection to Broadmoor Boulevard due to limited connections north of Burns Road. Road 104, previously extended with Barker Ranch 1st Addition, Barker Ranch, and the multifamily development south of the subject property, connects to Burns Road, a Principal Arterial similar to Broadmoor Boulevard. In addition to these roads, five internal local access streets—running east–west and north–south—are proposed to provide circulation within the plat. The plat also proposes three east–west public pedestrian accessways identified as Tracts D, E and F through the site, providing connectivity between Road 104 and Gold Lane and enhancing walkability within the subdivision. The proposed lots have an average area of approximately 4,562 square feet, ranging from 3,150 square feet (smallest) to 11,361 square feet (largest). Tract A is intended for a regional irrigation pump station, approved with conditions through SP2023-009. This special permit also recognizes Tract B as a South Columbia Basin Irrigation District Emergency Overflow Reservoir. Tract C, a United States Bureau of Reclamation right-of-way easement, is intended for emergency storage associated with the irrigation pump station. All lots within the proposed plat will have direct access to public right-of-way and will be served by public utilities in accordance with City standards. STAFF FINDINGS OF FACT 4 1) The subject property is designated Medium Density Residential under the City of Pasco Comprehensive Plan. This designation allows residential development at densities ranging from six (6) to twenty (20) dwelling units per acre, pursuant to PMC 25.215.015. 2) The proposed development results in an overall density of approximately 6.2 dwelling units per acre. 3) The proposed development includes construction of new roadways to provide access to the proposed lots. 4) Pursuant to PMC 21.20.010(3)(c), the subject property is located within one-half mile of public-school grounds; therefore, provisions for direct bicycle and pedestrian connections, safe routes to school, and neighborhood traffic management measures are required. 5) Water and Sewer Utilities: Water and sewer utilities will be extended to and through the public right-of- way to serve all proposed lots. 6) Water Rights: Water rights will be deeded to the City as a first priority, or, if water rights are not available, an in-lieu fee will be paid prior to recording of the final plat, pursuant to PMC 21.05.120. 7) The Barker Ranch Traffic Impact Analysis (TIA), dated November 9, 2021, has been completed. Off-site improvements identified as potential mitigation measures have been installed or are planned for installation. Since completion of the TIA, the City has adopted a Traffic Impact Fee (TIF) Ordinance to further address traffic impacts. 8) TIF: Traffic and park impact fees shall be collected for each lot prior to issuance of building permits for new residential development. 9) LID Fees: The project, identified as Parcel No. 115180075 within the LID 151 NW Sewer Local Improvement District, will be subject to applicable LID fees. TENTATIVE CONCLUSIONS BASED ON FINDINGS OF FACT As per Pasco Municipal Code (PMC) 21.25.060, Upon conclusion of the open record hearing, the Hearing Examiner shall make and enter findings from the record and conclusions thereof as to whether or not: (1) Adequate provisions are made for the public health, safety and general welfare and for open spaces, drainage ways, streets, alleys, other public ways, water supplies, sanitary wastes, parks, playgrounds, transit stops, schools and school grounds, sidewalks for safe walking conditions for students, and other public needs; The proposed subdivision will be served by City emergency services and is located approximately 1.7 miles from Vintage Park. The developer is required to construct right-of-way improvements in accordance with the Pasco Municipal Code (PMC) and the City’s Design and Construction Standards. Municipal water and sewer utilities will be extended to and through the right-of-way to provide service access to all lots within the subdivision. Traffic and park impact fees will be collected at the time of building permit issuance for each new dwelling to mitigate transportation impacts and support park development, improvements, and ongoing maintenance. The extension of Danube Drive and Atlantic Drive satisfies the intent of safe routes to school pursuant to PMC 21.20.010(3)(c) by providing a direct connection from Broadmoor Boulevard to Road 108 and access to Parcel No. 115180042, an approximately 72-acre site owned by Pasco School District No. 1. These street extensions also comply with PMC 21.15.010(3)(d)(iii), as they are necessary to extend and complete the existing neighborhood street pattern. (2) The proposed subdivision contributes to the orderly development and land use patterns in the area; The proposed development will include both single-family detached and attached residential dwellings, consistent with the established residential pattern of the surrounding area. The developer will be required to construct full right-of-way improvements—including curb, gutter, sidewalk, and street lighting—to ensure 5 safe pedestrian circulation and promote public welfare. The extension of Road 104 will serve as a key infrastructure component, establishing an important north– south corridor that connects the development to Burns Road. This extension, just under half a mile in length, will enhance local traffic circulation and help distribute traffic more evenly between the northern portion of the subdivision and Burns Road. Similarly, the extension of Danube Drive from Road 108 to Broadmoor Boulevard, approximately half a mile in length, and the extension of Atlantic Drive from Road 108 to Broadmoor Boulevard, also approximately half a mile, will provide additional connections and improve overall accessibility within the development. (3) The proposed subdivision conforms to the policies, maps and narrative text of the Comprehensive Plan; • Housing Policy H-1-A: Allow for a full range of housing including single family homes, townhouses, condominiums, apartments, and manufactured housing, accessory dwelling units, zero lot line, planned unit developments etc. The R-3 zoning designation allows for a variety of dwelling types. This proposal includes both attached and detached single-family dwellings, similar to the development pattern in the immediate vicinity. • Land Use Policy LU-2-B: Facilitate planned growth within the City limits and UGA, and promote infill developments in the City limits through periodic review of growth patterns and market demand within each of the City’s land use designations. The proposal involves residential development within the City limits, in an area that historically met the Comprehensive Plan’s Low Density Residential targets to the west. Since the project abuts a principal arterial, the land use designation was changed from Low to Medium Density in 2023. The project aligns with surrounding development patterns and Comprehensive Plan land use designations, contributing to the City’s overall housing availability. • Utilities Policy UT-1-A: Ensure that public water and sewer services are available concurrently with development in the urban growth area. Public water and sewer services are already available near the site. The developer of Barker Ranch 1st Addition Phase 3 is the same developer proposing this project, facilitating the extension of required City utilities. The proposed project would extend these utilities to and through the property, providing service connections to each lot and creating closer connection points for future development of adjacent lands within the UGA. (4) The proposed subdivision conforms to the general purposes of any applicable policies or plans which have been adopted by the City Council; The City Council has adopted the Pasco Comprehensive Plan which contains various goals and policies of which the proposal conforms to, see example policies under (3) of this section. Further, the proposal conforms with some Council’s 2022-2023 goals such as: • Economic Vitality: Implementation of the Comprehensive Land Use Plan through related actions including zoning code changes, phased sign code update, and development regulations and standards. In November of 2023 the City Council passed Ordinance 4700 relating to residential design standards. These standards provide various housing types, lot sizes, frontage widths etc. which the proposed plat will conform to and use. (5) The proposed subdivision conforms to the general purposes of this title; Title 21, Pasco Urban Area Subdivision Regulations, establishes the requirements and procedures for various types of subdivisions, including standards for streets, lots, blocks, and required application materials. The proposed subdivision generally aligns with the intent and purpose of Title 21. Approval conditions will address standard issues, allowing the preliminary plat to advance through the review process. (6) The public use and interest will be served by approval of the proposed subdivision. 6 The proposed plat, if approved, will be developed in accordance with all City codes and standards designed to ensure the health, safety and general welfare of the community are met. The Comprehensive Plan will be implemented through the development of this plat. These factors will ensure the public use and interest are served. APPROVAL CONDITIONS 1) The Barker Heights Preliminary Plat shall be developed in substantial conformance with the submitted plat, consisting of 215 residential lots. 2) All frontage improvements associated with this project are to be made in accordance with City of Pasco Design and Construction Standards and Specifications for Public Works Improvements and Municipal Codes. 3) The face of the final plat shall include this statement: “As a condition of approval of this final plat the owner has waived the right to protest the formation of a Local Improvement District for right-of-way and utility improvements to the full extent as permitted by RCW 35.43.182.” 4) All stormwater is required to be maintained and treated on site in accordance with Washington State Department of Ecology and City of Pasco Standards. 5) Civil plans submitted for City approval must be designed and stamped by a Washington State Licensed Civil Engineer. 6) PMC 21.35.100 Underground Utilities: (1) All utility lines serving the subdivision, including but not limited to power, telephone and television cables, shall be installed underground. Adequate easements shall be provided for all such utility lines, which will not be located within the right-of-way. 7) All utilities shall comply with PMC 12.36.050(2), as applicable. 8) The face of the final plat shall include this statement: “The individual or company making improvements on a lot or lots of this plat is responsible for providing and installing all trench, conduit, primary vaults, secondary junction boxes, and backfill for the PUD’s primary and secondary distribution system in accordance with PUD specifications; said individual or company will make full advance payment of line extension fees and will provide all necessary utility easements prior to PUD construction and/or connection of any electrical service to or within the plat.” 9) Any existing water rights associated with the subject property shall be transferred to the City as the first priority. If no water rights are available, the property owner shall, in accordance with PMC 21.05.120, pay a water rights acquisition fee to the City, as established in the City Fee Summary Ordinance and identified in PMC 3.35. 10) Only City of Pasco and other authorized utilities with franchise agreements are allowed in the public right- of-way. 11) It shall be the responsibility of the property owner/developer to contact all utility owners to determine their system improvement requirements. Prior to subdivision construction plan submittal and/or review, the property owner/developer shall provide the City of Pasco written support/approval of the proposed development from all outside utilities, public and private. 12) All fees associated with bonding of right-of-way improvements and water rights (if applicable) must be paid at or prior to submission of the final plat for signatures. 13) Street lighting will be required per City standards. 14) Pedestrian/Bike Access: Tracts D, E, and F, proposed for pedestrian and bicycle access, shall be dedicated as public right-of-way in accordance with PMC 21.15.100 and improved with hard-surfaced, ADA- 7 compliant paths that are adequately illuminated. 15) In accordance with PMC 21.15.100, each pedestrian and bicycle accessway that intersects a local access street shall include a complete mid-block pedestrian crossing. 16) Pursuant to PMC 21.35.090 the face of the final plat shall include this statement: “The developer shall install a common “Estate” type fence/wall six feet in height along Broadmoor Boulevard and as part of the infrastructure improvements associated with the plat. The fence/wall must be constructed of masonry block. Fence design and material must be approved by the Community and Economic Development Director. An approved vision triangle at the intersection of streets will be required. Following construction of the masonry fence/wall, the City may make repairs or replace the fencing as needed. Property owners adjoining said fence shall be responsible for payment of all costs associated with maintenance and upkeep of the fence/wall.” 17) The developer or builder shall pay a "common area fee" to the City in accordance with PMC 25.180.060(6) and PMC 3.100 at the time building permits are issued for homes. These funds shall be deposited into a dedicated account as outlined in PMC 3.100 and used to support the maintenance of arterial boulevard strips. The City will not assume responsibility for maintaining the landscaping adjacent to these streets until all applicable fees for each adjoining phase have been collected. 18) Lots fronting “Lane E” known as Atlantic Drive shall obtain future access through shared driveways in order to meet the minimum 75-foot driveway spacing requirement for neighborhood collector streets, as specified in PMC 21.20.010. Driveway spacing shall be measured from the edge of adjacent driveway approaches. 19) Multi-Use Path: The developer shall construct a 12-foot-wide multi-use path along the west side of Broadmoor Boulevard, aligned with the existing development to the south, in accordance with City standards. 20) Broadmoor Boulevard shall be constructed in accordance with the Arterial Street cross-section standards, as specified in City Standard Detail ST-2C. 21) The subdivision shall be responsible for payment of all applicable LID 151 fees. 22) The final plat shall include a comment stating: “Existing regulations regarding sight distance, fence height, and setbacks may affect the placement of fences and driveways on any corner lots.” 23) The subdivision shall adhere to the conditions of approval outlined in SP2023-009 for the Regional Irrigation Pump Station. 24) The developer shall be responsible for obtaining all necessary legal documentation from the owner of Parcel No. 115180055 to dedicate the portion of the property required for the extension of Danube Drive as public right-of-way. RECOMMENDATION Staff recommends approval of the Barker Heights Preliminary Plat, encompassing Parcel No. 115181188 and approximately the northern 50 feet of Parcel No. 115180055, to allow for the extension of Danube Drive in Pasco, WA, subject to the conditions outlined above. Exhibit 1: Maps R-3 R-1 Low Density Residential Mixed Residential Commercial Medium Density Residential Medium Density ResidentialLow Density Residential High Density Residential Low Density Residential 14,206 SF TRACT 'A' 137.5' 85 . 0 ' R = 2 0 ' 114.7' 10 5 . 0 ' 65.7' 73.7'55.7'55.7'55.7'55.7'55.7' 38 6, 5 5 3 S F 11 7 . 5 ' 55.7'55.7'55.7'55.7'55.7'55.7'55.7'55.7'40.0' R= 2 0 ' 98 . 2 ' 11 8 . 4 ' 50.5' R = 2 0 ' 98 . 2 ' 64,208 SF TRACT 'C' 7,346 SF TRACT 'B' 213.2' L=91.4 ' 70.0' 60.9' L=9 .5 ' 10 2 . 8 ' 10 5 . 0 ' 29 8, 4 3 9 S F 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 11 7 . 6 ' 60.0'51.4'51.4' 11 7 . 1 ' 11 7 . 6 ' 11 7 . 6 ' 11 7 . 6 ' 51.4'51.4'51.4'51.4'51.4'60.0' 11 7 . 6 ' 11 7 . 6 ' 11 7 . 6 ' 11 7 . 6 ' 11 7 . 6 ' 11 7 . 5 ' 11 7 . 4 ' 11 7 . 4 ' 11 7 . 2 ' 11 7 . 2 ' 11 7 . 3 ' 30 7, 0 0 2 S F 11 8 . 1 ' 60.0'55.7' 31 6, 5 8 0 S F 32 6, 5 7 6 S F 33 6, 5 7 2 S F 34 6, 5 6 8 S F 35 6, 5 6 4 S F 36 6, 5 6 1 S F 37 6, 5 5 7 S F 11 8 . 0 ' 55.7'55.7' 11 7 . 9 ' 11 7 . 9 ' 11 7 . 8 ' 11 7 . 7 ' 11 7 . 7 ' 11 7 . 6 ' 11 8 . 0 ' 11 7 . 9 ' 11 7 . 9 ' 11 7 . 8 ' 11 7 . 7 ' 11 7 . 7 ' 11 7 . 6 ' 4 5, 3 2 0 S F 3 5, 3 2 0 S F 28 7, 8 2 2 S F 2 5, 3 2 0 S F 9 7, 5 6 4 S F 1 6, 2 0 7 S F 8 5, 3 2 0 S F 7 5, 3 2 0 S F 6 5, 3 2 0 S F 5 5, 3 2 0 S F 60.0'50.7'50.7'50.7'50.7'50.7'50.7'50.7'11 . 9 ' 11 7 . 6 ' 48.9'R= 2 0 ' 97 . 6 ' 96 . 9 ' R = 2 0 ' 45.5'50.7'50.7'50.7'50.7'50.7'50.7'50.7'39.9' R= 2 0 ' 85 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 10 5 . 0 ' 27 6, 9 6 7 S F 19 6, 9 6 7 S F 11 6, 0 2 4 S F 26 6, 0 4 6 S F 18 6, 9 6 9 S F 10 6, 9 2 9 S F 25 6, 0 4 6 S F 17 6, 0 5 3 S F 24 6, 0 4 6 S F 16 6, 0 4 1 S F 23 6, 0 4 6 S F 15 6, 0 3 7 S F 22 6, 0 4 6 S F 14 6, 0 3 4 S F 21 6, 0 4 6 S F 13 6, 0 3 1 S F 20 6, 0 4 6 S F 12 6, 0 2 7 S F R= 2 0 ' 97 . 0 ' 97 . 6 ' R = 2 0 ' 40.0'51.4'51.4'51.4'51.4'51.4'51.4'51.4'40.0'R= 2 0 ' 97 . 6 ' 97 . 6 ' R = 2 0 ' 40.0'51.6'51.4'51.4'51.4'51.4'51.4'51.4'39.9' 11 7 . 6 ' 11 7 . 2 ' 11 7 . 5 ' 11 7 . 4 ' 11 7 . 4 ' 11 7 . 3 ' 11 7 . 2 ' 179 5,356 SF 85.0'15.0' L =14 1.4' 28 . 1 ' 52 . 8 ' 52 . 8 ' 52 . 8 ' 52 . 8 ' 178 6,214 SF 195 5,541 SF 191 5,541 SF 183 5,356 SF 188 8,414 SF 198 6,214 SF 194 5,541 SF 190 5,541 SF 180 5,356 SF 184 5,356 SF 189 10,654 SF 197 5,541 SF 193 5,541 SF 181 5,356 SF 185 5,356 SF 196 5,541 SF 192 5,541 SF 182 5,356 SF 186 5,356 SF 187 5,356 SF L=91.4 ' 70 2 . 0 ' L =10.7 '59.8' 52 . 8 ' 52 . 8 ' 52 . 8 ' 52 . 8 ' 52 . 8 ' 40 . 0 ' R = 2 0 ' 85.0'85.0'R= 2 0 ' 40 . 0 ' 51 . 0 ' 51 . 0 ' 51 . 0 ' 51 . 0 ' 51 . 0 ' 51 . 0 ' 51 . 0 ' 51 . 0 ' 51 . 0 ' 60 . 9 ' 60 . 0 ' 51 . 0 ' 1. 8 ' 49 . 3 ' 3. 5 ' 47 . 5 ' 5. 3 ' 45 . 7 ' 7. 0 ' 44 . 0 ' 8. 8 ' 42 . 2 ' 10 . 6 ' 40 . 5 ' 12 . 3 ' 38 . 7 ' 14 . 1 ' 36 . 9 ' 81 . 0 ' 105.0'105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 105.0' 152 4,114 SF 46 5,933 SF 88 3,150 SF 117 3,150 SF 78 4,107 SF 127 4,121 SF 79 3,150 SF 126 3,150 SF 125 3,150 SF 80 3,150 SF 81 3,150 SF 124 3,150 SF 82 3,150 SF 123 3,150 SF 83 3,150 SF 122 3,150 SF 121 3,150 SF 84 3,150 SF 85 3,150 SF 120 3,150 SF 86 3,150 SF 119 3,150 SF 87 3,150 SF 118 3,150 SF 116 3,150 SF 89 3,150 SF 90 3,150 SF 115 3,150 SF 91 3,150 SF 114 3,150 SF 113 3,150 SF 92 3,150 SF 93 3,150 SF 112 3,150 SF 94 3,150 SF 111 3,150 SF 95 3,150 SF 110 3,150 SF 103 4,114 SF 102 4,114 SF 96 3,150 SF 109 3,150 SF 97 3,150 SF 108 3,150 SF 107 3,150 SF 98 3,150 SF 99 3,150 SF 106 3,150 SF 100 3,150 SF 105 3,150 SF 101 3,150 SF 104 3,150 SF 128 4,107 SF 177 4,121 SF 129 3,150 SF 176 3,150 SF 130 3,150 SF 175 3,150 SF 174 3,150 SF 131 3,150 SF 132 3,150 SF 173 3,150 SF 133 3,150 SF 172 3,150 SF 138 3,150 SF 167 3,150 SF 134 3,150 SF 171 3,150 SF 135 3,150 SF 170 3,150 SF 136 3,150 SF 169 3,150 SF 168 3,150 SF 137 3,150 SF 139 3,150 SF 166 3,150 SF 153 4,114 SF 140 3,150 SF 165 3,150 SF 164 3,150 SF 141 3,150 SF 142 3,150 SF 163 3,150 SF 143 3,150 SF 162 3,150 SF 144 3,150 SF 161 3,150 SF 160 3,150 SF 145 3,150 SF 146 3,150 SF 159 3,150 SF 147 3,150 SF 158 3,150 SF 148 3,150 SF 157 3,150 SF 156 3,150 SF 149 3,150 SF 150 3,150 SF 155 3,150 SF 151 3,150 SF 154 3,150 SF 202 6,585 SF 210 11,361 SF 203 6,512 SF 211 10,599 SF 204 6,440 SF 21 5 7, 3 8 2 S F 205 6,367 SF 21 4 6, 2 9 3 S F 206 6,291 SF 21 3 7, 8 9 6 S F 199 7,963 SF 207 6,225 SF 212 10,175 SF 200 6,730 SF 208 6,149 SF 201 6,657 SF 209 7,703 SF 77 4,121 SF 64 3,150 SF 52 8,696 SF 51 7,882 SF 50 7,228 SF 49 6,526 SF 48 6,018 SF 47 5,933 SF 53 4,114 SF 54 3,150 SF 55 3,150 SF 56 3,150 SF 57 3,150 SF 58 3,150 SF 59 3,150 SF 60 3,150 SF 61 3,150 SF 62 3,150 SF 65 3,150 SF 63 3,150 SF 39 6,312 SF 44 5,408 SF 40 5,408 SF 41 5,407 SF 42 5,407 SF 43 5,407 SF 45 5,408 SF 66 3,150 SF 67 3,150 SF 68 3,150 SF 69 3,150 SF 70 3,150 SF 71 3,150 SF 72 3,150 SF 73 3,150 SF 74 3,150 SF 75 3,150 SF 76 3,150 SF 105.0' 20 . 0 ' 85.0' 40 . 0 ' 105.0' 30 . 0 ' 21 . 0 ' 9. 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 17 . 5 ' 12 . 5 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 14 . 0 ' 16 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 10 . 5 ' 19 . 5 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 7. 0 ' 23 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 3. 5 ' 26 . 5 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 124.3' 32 . 1 ' L = 8.3 ' 143.1' L=43.0'14 . 3 ' 134.2' 57 . 9 ' 121.7' 41 . 6 ' L=16.2' 109.6' L=5 5.4 ' 1. 3 ' 105.0' 105.0' 56 . 5 ' 56 . 5 ' 105.0' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 21 . 5 ' 8. 5 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 13 . 0 ' 17 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 4. 5 ' 25 . 5 ' 105.0' 30 . 0 ' 26 . 0 ' 4. 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 17 . 5 ' 12 . 5 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 9. 0 ' 21 . 0 ' 85.0' R = 2 0 ' 20 . 1 ' 40 . 0 ' 105.0' 105.0' 51 . 5 ' 105.0' 51 . 5 ' 105.0' 51 . 5 ' 105.0' 51 . 5 ' 105.0' 51 . 5 ' 105.0' 51 . 5 ' R= 2 0 ' 85.0' 40 . 9 ' 15 . 0 ' 15 . 0 ' 105.0' 20 . 0 ' 85.0' 40 . 0 ' 105.0' 85.0' 20 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 30 . 0 ' 105.0' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 15 . 3 ' 15 . 3 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 85.0' R = 2 0 ' 20 . 1 ' 40 . 0 ' 19 . 9 ' R= 2 0 ' 85.0' 105.0' 40 . 0 ' 85.0' 20 . 0 ' 105.0' 20 . 0 ' 85.0' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 105.0' 30 . 0 ' 15 . 6 ' 15 . 6 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 105.0' 30 . 0 ' 30 . 0 ' 105.0' 30 . 0 ' 19 . 9 ' R= 2 0 ' 85.0' 40 . 0 ' 85.0' R = 2 0 ' 20 . 1 ' L =50.6' 134. 9 ' 30 . 1 ' L =70.2' 4.8' 1 5 2 . 1 ' L =4 8.5' 96.6 ' 1 4 6 . 5 ' L=36.4 'L=7.9' 1 3 7 . 8 ' L =4 5 .6 ' 51.5 ' L =41.4'37.0' 12 5 . 9 ' 10.0'L =3 5 .9 ' 50.0' 12 5 . 9 ' 50.0' 40.0' 85 . 9 ' 40.0' L=40.7'118.9' 84 . 6 ' L=14 . 4 ' 37 . 2 ' 119.6' 51 . 7 ' 51 . 8 ' 121.0' 51 . 7 ' 51 . 7 ' 122.4' 51 . 7 ' 51 . 7 ' 123.8' 51 . 7 ' 51 . 7 ' 125.2' 51 . 7 ' 51 . 7 ' 126.6' 51 . 7 ' 51 . 7 ' 128.0' 51 . 7 ' 51 . 7 ' 129.4' 51 . 7 ' 51 . 7 ' 130.9' 51 . 7 ' 39 . 3 ' R= 2 0 ' 112.5' 63 . 0 ' S89° 22' 44"W N89° 22' 44"E N89° 23' 10"E S89° 23' 10"W 485 490 49 0 495 500 49 5 4 9 0 60' R/W 60' R/W 60' R/W 80 ' R / W 60' R/W 30' 60 ' R / W 495 49 5 4 9 5 50 0 5 0 0 485 4 8 5 490 495 5 0 0 500 49 0 60' R/W R2 0 0 ' R2 0 0 ' S89° 23' 10"W 196 5,541 SF P100 Ba r k e r H e i g h t s A p r o j e c t i n t h e C i t y o f P a s c o , W A Pr e l i m i n a r y p l a t f o r : November 6, 2025 Date: 0108.03 JF Eng. Job # P100 SHEET INDEX PRELIMINARY PLAT P101 PRELIMINARY UTILITY PLAN 75 0 0 W . C l e a r w a t e r A v e , S T E A Ke n n e w i c k , W A 9 9 3 3 6 (5 0 9 ) 5 5 1 - 8 1 7 4 P H N ww w . J F E n g i n e e r i n g . p r o CI V I L E N G I N E E R I N G PR O J E C T M A N A G E M E N T PL A N N I N G EN G I N E E R I N G , P L L C Checked by: JEF Drawn by: DAK STA T E O F WASH N G T O NJ OH N E R I C FET T E R O L F DERETSIGE R 38322 REENIGNELANOI I SS EF O R P Scale V: N/A Scale H: 1"=80' Know what's below. before you dig.Call R LOCATED IN THE SE ¼ OF SEC 6, T 9 N, R 26 E OF THE WILLAMETTE MERIDIAN Barker Heights PRELIMINARY PLAT PROPERTY BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY PBS ENGINEERING AND ENVIRONMENTAL, 2020 BASIS OF BEARING IS: NAD83 WASHINGTON STATE PLANE, SOUTH ZONE HOLDING A GRID BEARING OF S00°55'29"W ALONG THE WEST LINE OF THE SE 14 OF SECTION 6, TOWNSHIP 9 NORTH, RANGE 29 EAST, WILLAMETTE MERIDIAN, BETWEEN FOUND MONUMENTS, ESTABLISHED VIA GPS OBSERVATION ON A CONTROL POINT NEAR THE NORTHWEST CORNER OF THIS SITE AND POST PROCESSED THROUGH OPUS. VERTICAL DATUM IS CITY OF PASCO DATUM, POINT 95 ELEV. 478.91 POINT 32 ELEV. 475.59 TAX ID # OF SUBJECT PARCELS: 115 180 075 OWNER PRO MADE CONSTRUCTION, LLC 105609 Wiser Parkway Kennewick, WA 99338 DEVELOPER/APPLICANT RP DEVELOPMENT, INC 105609 Wiser Parkway Kennewick, WA 99338 COMPREHENSIVE LAND USE DESIGNATION: MEDIUM-DENSITY RESIDENTIAL, 6 - 20 DU/Acre ZONING DESIGNATION: R-3 MEDIUM DENSITY RESIDENTIAL, 4,500 SF MIN. LOT SIZE CURRENT PROPERTY USE: AGRICULTURAL PROPOSED PROPERTY USE: MEDIUM DENSITY RESIDENTIAL ANTICIPATED TO BEGIN CONSTRUCTION SPRING 2024 AND COMPLETE BY 2026, DEPENDANT UPON MARKET CONDITIONS. PUBLIC STREETS, UTILITIES, AND STORMWATER PUBLIC STREETS WILL BE CONSTRUCTED TO CITY OF PASCO STANDARD ST-2A, LOCAL ACCESS STREETS. THIS SECTION INCLUDES CURBS, GUTTERS, AND SIDEWALKS. CITY POTABLE WATER, IRRIGATION, AND SANITARY SEWER WILL BE EXTENDED TO EACH LOT WITHIN THE PLAT. FIRE HYDRANTS WILL BE INSTALLED AND LOCATED PER THE REQUIREMENTS OF THE CITY FIRE CHIEF. STORMWATER RUNOFF WILL BE COLLECTED FROM PUBLIC STREETS AND DISPOSED OF, ONSITE, IN LOCALIZED SUBSURFACE INFILTRATION SYSTEMS. STREET LIGHTS WILL BE INSTALLED PER THE CITY OF PASCO STANDARDS. TRACT 'A' IS INTENDED TO BE USED FOR A REGIONAL IRRIGATION PUMP STATION. TRACT 'B' AND TRACT 'C' ARE INTENDED TO BE USED AS A EMERGENCY STORAGE FOR THE IRRIGATION PUMP STATION. PROPERTY AND PLAT STATISTICS LEGEND LOT # LOT TOTAL AREA RESIDENTIAL (ALFORD... ADJACENT USE ADJACENT OWNER NAME 117-510-033 CO TAX ID # GROSS PLATTING AREA: 34.64 Acres (1,508,835 SF) TOTAL PROPOSED LOTS: 215 DENSITY:6.20 DU/Ac MIN LOT SIZE: 3,150 SF (LOT 54-76, 78-101, 104-126, 129-151 & 154-176) MAX LOT SIZE: 11,361 SF (LOT 210) AVG LOT SIZE: 4,562 SF PHASE 1:38 LOTS PHASE 2:64 LOTS PHASE 3:50 LOTS PHASE 4:38 LOTS PHASE 5:25 LOTS RIGHT-OF-WAY AREAS PHASE 1:170,124 SF PHASE 2:71,193 SF PHASE 3:62,299 SF PHASE 4:89,543 SF PHASE 5:41,326 SF PROPOSED STREET WIDTHS LOCAL ACCESS: 39' (PER ST-2A) COLLECTOR:47' (PER ST-2C) BROADMOOR BLVD: 69' (PER ST-2C) VICINITY MAP 1" = 2,000'± 6 51 3136 32 712 BURNS RD BR O A D M O O R SITE UNDEVELOPE D 115-180-055 (ALFORD ENT E R P R I S E S , L L C ) AGRICU L T U R A L 115-180 - 0 7 4 (BARKE R T E S T A M E N T A R Y T R U S T ) AGRICU L T U R A L 115-200 - 1 4 9 (ALDRIC H ) RESIDENTIAL 115-200-069 (FLERCHINGER)115-200 - 1 6 7 (BURNS ) AGRICU L T U R A L RESIDEN T I A L 115-800 - 0 7 6 (PRO-M A D E C O N S T R U C T I O N , L L C ) LOT 2, S P 2 0 2 0 - 2 2 LOT 1, S P 2 0 2 0 - 2 2 PH A S E 3 - 5 0 L O T S PHASE 5 - 25 LOTS PH A S E 4 - 38 L O T S PH A S E 2 - 6 4 L O T S PH A S E 3 - 5 0 L O T S PHASE 1 - 38 LOTS PHASE 1 - 38 LOTS DANUBE DR (LOCAL ACCESS) LANE E (NEIGHBORHOOD COLLECTOR) LANE F (LOCAL ACCESS) RO A D 1 0 4 (L O C A L A C C E S S ) MA G E N T A L A N E (L O C A L A C C E S S ) YE L L O W L A N E (L O C A L A C C E S S ) QU A R T E R - Q U A R T E R S E C T I O N L I N E PROPERTY BOUNDARYQUARTER SECTION LINE PR O P E R T Y B O U N D A R Y PR O P E R T Y B O U N D A R Y BR O A D M O O R B L V D LOT 3, S P 2 0 2 0 - 2 2 10' PUE (TYP) 10' PUE (TYP) 10' PUE (TYP) LOT 2, S P 2 0 2 0 - 2 2 10' PUE (TYP)EXISTING PROPERTY LINE U. S . B . R . E A S E M E N T R / W 10' EXTG SCBID ESM'T RD 116 (DENT) GO L D L A N E (L O C A L A C C E S S ) PU R P L E L A N E (L O C A L A C C E S S ) PH A S E 2 - 6 4 L O T S PHASE 1 - 38 LOTS PH A S E 5 - 2 5 L O T S 0 80 1"=80' 16040 70' USBR (PP6.0-0.5) CANAL R/W ESMT PER COLUMBIA BASIN PROJECT IRRIGATION BLOCK 1, MAP 222-1116-20509-13, REVISED 09-01-1965, RECORDS OF U.S.B.R PH A S E 3 - 5 0 L O T S PH A S E 2 - 6 7 L O T S PH A S E 4 - 3 8 L O T S PH A S E 5 - 2 5 L O T S PH A S E 2 - 6 4 L O T S ZERO LOT LINE DEVELOPMENT AREA EXTG VARIED ROW AF#1761328 EXTG 40' ROW AF#1761328 ROW DEDICATION 10' PUE 50' ROW 10' IRR PIPE LINE ESMT AF#534732 20'±ROAD ESMT VACATED AFN 1990417 PU R P L E L A N E (L O C A L A C C E S S ) 45' USBR (PP6.0-0.5) CANAL R/W ESMT PER COLUMBIA BASIN PROJECT IRRIGATION BLOCK 1, MAP 222-1116-20509-13, REVISED 09-01-1965, RECORDS OF U.S.B.R 9' PH A S E 3 - 5 0 L O T S PH A S E 4 - 38 L O T S TRACT 'D' 3,140 SF TRACT 'E' 3,211 SF TRACT 'F' 3,282 SF 60 ' R O W 14 6 . 0 6 ' KOKANEE DR 50 . 9 7 ' 50 . 9 1 ' Exhibit 2: Preliminary Plat 4 8 5 490 49 0 495 500 49 5 490 48 5 4 8 5 485 4 8 5 490 490 490 490 49 0 490 4 9 0 49 0 49 0 495 495 495 49 5 4 9 5 495 49 5 4 9 5 49 5 49 5 495 495 500 500 P101 Ba r k e r H e i g h t s A p r o j e c t i n t h e C i t y o f P a s c o , W A Pr e l i m i n a r y u t i l i t y p l a n f o r : Nov 6, 2025 Date: 0108.03 JF Eng. Job # 75 0 0 W . C l e a r w a t e r A v e , S T E A Ke n n e w i c k , W A 9 9 3 3 6 (5 0 9 ) 5 5 1 - 8 1 7 4 P H N ww w . J F E n g i n e e r i n g . p r o CI V I L E N G I N E E R I N G PR O J E C T M A N A G E M E N T PL A N N I N G EN G I N E E R I N G , P L L C Checked by: JEF Drawn by: DAK STA T E O F WASH N G T O NJ OH N E R I C FET T E R O L F DERETSIGE R 38322 REENIGNELANOI I SS EF O R P Scale V: N/A Scale H: 1"=80' Know what's below. before you dig.Call R UNDEVELOPE D 115-180-055 (ALFORD ENT E R P R I S E S , L L C ) AGRICU L T U R A L 115-180 - 0 7 4 (BARKE R T E S T A M E N T A R Y T R U S T ) AGRICU L T U R A L 115-200 - 1 4 9 (ALDRIC H ) RESIDENTIAL 115-200-069 (FLERCHINGER) 115-200 - 1 6 7 (BURNS ) AGRICU L T U R A L RESIDE N T I A L 115-800 - 0 7 6 (PRO-M A D E C O N S T R U C T I O N , L L C ) LOT 1, S P 2 0 2 0 - 2 2 LANE C LANE E LANE F RO A D 1 0 4 MA G E N T A L A N E YE L L O W L A N E QU A R T E R - Q U A R T E R S E C T I O N L I N E PROPERTY BOUNDARYQUARTER SECTION LINE PR O P E R T Y B O U N D A R Y PR O P E R T Y B O U N D A R Y BR O A D M O O R B L V D LOT 3, S P 2 0 2 0 - 2 2 EXISTING PROPERTY LINE U. S . B . R . E A S E M E N T R / W 10' EXTG SCBID ESM'T GO L D L A N E PU R P L E L A N E 0 80 1"=80' 16040 45' USBR (PP 6.0-0.5) CANAL R/W ESMT 12" WTR 12" WTR 12" WTR 12" WTR 8" W T R 8" W T R 8" W T R 8" W T R EXTG 12" WTR EXTG 12" SAN EXTG 12" SAN 8" S A N 8" S A N 8" S A N 8" S A N 8" S A N EX T G 8 " S A N EX T G 8 " S A N EXTG 8" SAN EXTG 8" WTR 8" WTR 8" W T R 8" SAN 8" SAN EX T G 2 4 " W T R 24 " W T R 8" W T R SAN MH, TYP SAN MH, TYP SAN MH, TYP EXTG SAN MH, TYP EXTG SAN MH, TYP SAN MH, TYP CITY POTABLE WATER, SANITARY SEWER, AND IRRIGATION WILL BE EXTENDED TO EACH LOT WITHIN THE PLAT. FIRE HYDRANTS WILL BE INSTALLED AND LOCATED PER THE REQUIREMENTS OF THE CITY FIRE CHIEF. STORMWATER RUNOFF WILL BE COLLECTED FROM PUBLIC STREETS AND DISPOSED OF, ONSITE, IN LOCALIZED SUBSURFACE INFILTRATION SYSTEMS. STREET LIGHTS WILL BE INSTALLED PER THE CITY OF PASCO/FPUD STANDARDS. DRY UTILITIES WILL BE PROVIDED BY THE FOLLOWING PROVIDERS: ELECTRICITY: BIG BEND ELECTRIC CO-OP NATURAL GAS: CASCADE NATURAL GAS UTILITIES AND STORMWATER 30' 30' 30' 30' 30' 30' 30' 30' 30 ' 30 ' 40 ' 40 ' 30 ' 30 ' 30' 30' VARIES 12" SAN FIRE HYDRANT,TYP FH FH FH FH FH FH FH FH FHFHFHFH FH FH FH FH 8" S A N 8" SEWER STUB FOR FUTURE EXTENSION BY OTHERS 8" SEWER STUB FOR FUTURE EXTENSION BY OTHERS 50' TRACT 'A' (FUTURE CITY TRACT 'B' IRR. PUMP STA)8" W T R 24 " W T R FH FH 8" SAN 8" WTR 8" SAN Exhibit 3: Application Exhibit 4: Title Report Exhibit 5: Public Notices THANK YOU for your legal submission! Your legal has been submitted for publication. Below is a confirmation of your legal placement. You will also receive an email confirmation. ORDER DETAILS Order Number: IPL0301936 Parent Order #: IPL0300422 Order Status: Submitted Classification: Legals & Public Notices Package: TRI - Legal Ads Site: tricity Final Cost: $463.33 Payment Type: Account Billed User ID: IPL0018633 ACCOUNT INFORMATION Debra Barham 525 North Third Ave. Pasco, WA 99301 509-544-3096 cityclerk@pasco-wa.gov City of Pasco TRANSACTION REPORT Date December 29, 2025 12:19:15 PM EST Amount: $474.48 Date December 29, 2025 12:22:37 PM EST Amount: ($11.15) PREVIEW FOR AD NUMBER IPL03019360 3.22inches x 7.81inches 12/29/25, 11:22 AM Adportal Self Service Advertising Confirmation https://placelegal.mcclatchy.com/legals/bradenton/home/confirmation.html?id=282152&returnto=1/2 SCHEDULE FOR AD NUMBER IPL03019360 December 31, 2025 Tri-City Herald Print Publication << Click here to print a printer friendly version >> 12/29/25, 11:22 AM Adportal Self Service Advertising Confirmation https://placelegal.mcclatchy.com/legals/bradenton/home/confirmation.html?id=282152&returnto=2/2 Pa'Sco Community Development Department PO Box 293, 525 N 3rd Ave, Pasco, WA 99301 P: 509.545.3441 / F: 509.545.3499 MITIGATED DETERMINATION OF NON-SIGNIFICANCE (Optional DNS Process) Issuance Date: June 30, 2023 Project Name: Barker Heights R-S-1 to R-3 Rezone Project Number: SEPA 2023-038/Z 2023-003 Proponent: Applicant: P&R CONSTRUCTION LLC 105609 E Wiser Pkwy Kennewick WA 99338 P&R CONSTRUCTION LLC 105609 E Wiser Pkwy Kennewick WA 99338 Description of Proposal: A rezone from R-S-1 (Low-Density Residential) to R-3 (Medium-Density Residential) Location of Proposal: Lot 3, Short Plat 2020-22 (Parcel 115180075) in Pasco, WA. Mitigation: 1.A professional archaeological survey of the project area following National Historic Preservation Act of 1966 {NHPA) Section 106 protocol shall be conducted, and a report be produced prior to ground disturbing activities. 2.A traffic impact analysis to determine the impacts of additional vehicle trips and the need for traffic mitigation measures shall be prepared in accordance with the City of Pasco's most recent Design and Construction Standards and Specifications. 3.The applicant shall prepare and submit an assessment of site access and the surrounding vicinity with regards to the implementation of neighborhood traffic calming measures and strategies, pursuant to Pasco Municipal Code {PMC) Chapter 12.15. This evaluation should encompass a thorough examination of factors such as road layout, traffic flow, pedestrian safety, and existing infrastructure to determine suitable measures and strategies for mitigating traffic-related issues within the neighborhood. Lead Agency: City of Pasco Exhibit 6: SEPA2023-038 MDNS The City of Pasco, acting as lead agency for this proposal, has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. This MDNS is issued after using the optional DNS process in WAC 197-11-355. There is no further comment period on the MDNS. Appeals must be filed · · 10 days of t �etermination. / / I Responsible Official: ---�_,:;;,,�'_,,�L-1..LL-,.:::.±z:::::/=' ======------ JacolYGonzalez, C&EO Int / Address: PO Box 293, Pasco, WA 99301-0293 Phone: (509) 545-3441 Appeals: You may appeal this mitigated determination of non-significance by submitting an appeal to the address below no later than 10 days from issuance. The appeal must be in written form, contain a concise statement of the matter being appealed and the basic rationale for the appeal. A fee is required per the City's Fee Resolution. Please note that failure to file a timely and complete appeal shall constitute a waiver of all rights to an administrative appeal under City code. All comments or appeals are to be directed to the City of Pasco Planning Department, PO Box 293, Pasco, WA, 99301, Attn: Jacob Gonzalez. Community & Economic Development Department Fee: $75 PO Box 293, 525 N 3rd Ave, Pasco, WA 99301 P: 509.545.3441 / F: 509.545.3499 WAC 197-11-960 Environmental Checklist Updated April 2020 SEPA ENVIRONMENTAL CHECKLIST State Environmental Policy Act Purpose of checklist: Governmental agencies use this checklist to help determine whether the environmental impacts of your proposal are significant. This information is also helpful to determine if available avoidance, minimization or compensatory mitigation measures will address the probable significant impacts or if an environmental impact statement will be prepared to further analyze the proposal. Instructions for applicants: This environmental checklist asks you to describe some basic information about your proposal. Please answer each question accurately and carefully, to the best of your knowledge. You may need to consult with an agency specialist or private consultant for some questions. You may use “not applicable” or "does not apply" only when you can explain why it does not apply and not when the answer is unknown. You may also attach or incorporate by reference additional studies reports. Complete and accurate answers to these questions often avoid delays with the SEPA process as well as later in the decision- making process. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Instructions for Lead Agencies: Please adjust the format of this template as needed. Additional information may be necessary to evaluate the existing environment, all interrelated aspects of the proposal and an analysis of adverse impacts. The checklist is considered the first but not necessarily the only source of information needed to make an adequate threshold determination. Once a threshold determination is made, the lead agency is responsible for the completeness and accuracy of the checklist and other supporting documents. Use of checklist for nonproject proposals: For nonproject proposals (such as ordinances, regulations, plans and programs), complete the applicable parts of sections A and B plus the Supplemental Sheet for Non-Project Actions (part D). Please completely answer all questions that apply and note that the words "project, applicant," and "property or site" should be read as "proposal, proponent," and "affected geographic area," respectively. The lead agency may exclude (for non-projects) questions in Part B (Environmental Elements) that do not contribute meaningfully to the analysis of the proposal. Exhibit 7: SEPA2023-038 Checklist SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 2 of 16 A.BACKGROUND 1.Name of proposed project, if applicable: 2.Name of applicant: 3.Address and phone number of applicant and contact person: 4.Date checklist prepared: 5.Agency requesting checklist: 6.Proposed timing or schedule (including phasing, if applicable): 7.Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. 8.List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. 9.Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. 10.List any government approvals or permits that will be needed for your proposal, if known. 11.Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 3 of 16 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site: (circle one): Flat, rolling, hilly, steep slopes, mountainous, other _____________ b. What is the steepest slope on the site (approximate percent slope)? c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any agricultural land of long-term commercial significance and whether the proposal results in removing any of these soils. Mixed mesic-xeric torripsamments Quincy sandy loam d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. e. Describe the purpose, type, total area, and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 4 of 16 h.Proposed measures to reduce or control erosion, or other impacts to the earth, if any: 2.Air a.What types of emissions to the air would result from the proposal during construction, operation, and maintenance when the project is completed? If any, generally describe and give approximate quantities if known. b.Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. c.Proposed measures to reduce or control emissions or other impacts to air, if any: 3.Water a. Surface Water: i.Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. ii.Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. iii.Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 5 of 16 iv. Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. v. Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. vi. Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. b. Ground Water: i. Will groundwater be withdrawn from a well for drinking water or other purposes? If so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well. Will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. ii. Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: domestic sewage; industrial, containing the following chemicals…; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. c. Water Runoff (including stormwater): i. Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. ii. Could waste materials enter ground or surface waters? If so, generally describe. SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 6 of 16 iii.Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe. d.Proposed measures to reduce or control surface, ground, and runoff water, and drainage pattern impacts, if any: 4. Plants a.Check the types of vegetation found on the site: ____ deciduous tree: alder, maple, aspen, other ____ evergreen tree: fir, cedar, pine, other ____ shrubs ____ grass ____ pasture ____ crop or grain ____ Orchards, vineyards or other permanent crops. ____ wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other ____ water plants: water lily, eelgrass, milfoil, other ____ other types of vegetation b.What kind and amount of vegetation will be removed or altered? c.List threatened and endangered species known to be on or near the site. d.Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: e.List all noxious weeds and invasive species known to be on or near the site. SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 7 of 16 5.Animals a.List any birds and other animals which have been observed on or near the site or are known to be on or near the site. Examples include: birds: hawk, heron, eagle, songbirds, other: mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, herring, shellfish, other: b.List any threatened and endangered species known to be on or near the site. c.Is the site part of a migration route? If so, explain. Yes, Pasco is within the Pacific Flyway d.Proposed measures to preserve or enhance wildlife, if any: e.List any invasive animal species known to be on or near the site. 6.Energy and Natural Resources a.What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. b.Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. c.What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 8 of 16 7.Environmental Health a.Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. i.Describe any known or possible contamination at the site from present or past uses. ii. Describe existing hazardous chemicals/conditions that might affect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinity. iii.Describe any toxic or hazardous chemicals that might be stored, used, or produced during the project’s development or construction, or at any time during the operating life of the project. iv.Describe special emergency services that might be required. v.Proposed measures to reduce or control environmental health hazards, if any: b.Noise i.What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? ii.What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 9 of 16 iii. Proposed measures to reduce or control noise impacts, if any: 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? If so, describe. b. Has the project site been used as working farmlands or working forest lands? If so, describe. How much agricultural or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? If resource lands have not been designated, how many acres in farmland or forest land tax status will be converted to nonfarm or nonforest use? i. Will the proposal affect or be affected by surrounding working farm or forest land normal business operations, such as oversize equipment access, the application of pesticides, tilling, and harvesting? If so, how: c. Describe any structures on the site. d. Will any structures be demolished? If so, what? e. What is the current zoning classification of the site? f. What is the current comprehensive plan designation of the site? g. If applicable, what is the current shoreline master program designation of the site? h. Has any part of the site been classified as a critical area by the city or county? If so, specify. SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 10 of 16 i.Approximately how many people would reside or work in the completed project? j.Approximately how many people would the completed project displace? k.Proposed measures to avoid or reduce displacement impacts, if any: l.Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: m.Proposed measures to ensure the proposal is compatible with nearby agricultural and forest lands of long-term commercial significance, if any: 9. Housing a.Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income housing. b.Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. c.Proposed measures to reduce or control housing impacts, if any: 10. Aesthetics a.What is the tallest height of any proposed structure(s) (not including antennas)? What is the principal exterior building material(s) proposed? b.What views in the immediate vicinity would be altered or obstructed? SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 11 of 16 c. Proposed measures to reduce or control aesthetic impacts, if any: 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? b. Could light or glare from the finished project be a safety hazard or interfere with views? c. What existing off-site sources of light or glare may affect your proposal? d. Proposed measures to reduce or control light and glare impacts, if any: 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? b. Would the proposed project displace any existing recreational uses? If so, describe. c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 12 of 16 13.Historic and Cultural Preservation a.Are there any buildings, structures, or sites located on or near the site that are over 45 years old listed in or eligible for listing in national, state, or local preservation registers located on or near the site? If so, specifically describe. b.Are there any landmarks, features, or other evidence of Indian or historic use or occupation? This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted at the site to identify such resources. c.Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the department of archeology and historic preservation, archaeological surveys, historic maps, GIS data, etc. d.Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans for the above and any permits that may be required. 14. Transportation a.Identify public streets and highways serving the site or affected geographic area and describe proposed access to the existing street system. Show on site plans, if any. b.Is the site or affected geographic area currently served by public transit? If so, generally describe. If not, what is the approximate distance to the nearest transit stop? c.How many additional parking spaces would the completed project or non-project proposal have? How many would the project or proposal eliminate? SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 13 of 16 d.Will the proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities, not including driveways? If so, generally describe (indicate whether public or private). e.Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. f.How many vehicular trips per day would be generated by the completed project or proposal? If known, indicate when peak volumes would occur and what percentage of the volume would be trucks (such as commercial and nonpassenger vehicles). What data or transportation models were used to make these estimates? g.Will the proposal interfere with, affect or be affected by the movement of agricultural and forest products on roads or streets in the area? If so, generally describe. h.Proposed measures to reduce or control transportation impacts, if any: 15.Public Services a.Would the project result in an increased need for public services (for example: fire protection, police protection, public transit, health care, schools, other)? If so, generally describe. b.Proposed measures to reduce or control direct impacts on public services, if any. SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 14 of 16 16.Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other ___________ b.Describe the utilities that are proposed for the project, the utility providing the service and the general construction activities on the site or in the immediate vicinity which might be needed. C.SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: ______________________________________________________ Name of signee: __________________________________________________ Position and Agency/Organization: ___________________________________ Date Submitted: _____________ Community & Economic Development Department This application was reviewed by the Planning Division of the Community & Economic Development Department. Any comments or changes made by the Department are entered in the body of the checklist and contain initials of the reviewer. Signature: ______________________________________________________ Name of signee: __________________________________________________ Position: ___________________________________ Date Reviewed: _____________ SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 15 of 16 D.SUPPLEMENTAL SHEET FOR NON-PROJECT ACTIONS (It is not necessary to use this sheet for project actions) Because these questions are very general, it may be helpful to read them in conjunction with the list of the elements of the environment. When answering these questions, be aware of how the extent the proposal—or the types of activities likely to result from the proposal—would affect the item at a greater intensity or at faster rate than if the proposal were not implemented. Respond briefly and in general terms. 1.How would the proposal be likely to increase discharge to water, emissions to air, producting of noise, or production, storage, or release of toxic/hazardous substances? Proposed measures to avoid or reduce such increases are: 2.How would the proposal be likely to affect plants, animals, fish, or marine life? Proposed measures to protect or conserve plants, animals, fish, or marine life are: 3.How would the proposal be likely to deplete energy or natural resources? Proposed measures to protect or conserve energy and natural resources are: 4.How would the proposal be likely to use or affect environmentally sensitive areas or areas designated (or eligible or under study) for governmental protection (i.e. parks, wilderness, wild and scenic rivers, threatened or endangered species habitat, historic or cultural sites, wetlands, floodplains, or prime farmlands)? SEPA Environmental Checklist (WAC 197-11-960) April 2020 Page 16 of 16 Proposed measures to protect such resources or to avoid or reduce impacts are: 5.How would the proposal be likely to affect land and shoreline use, including whether it would allow or encourage land or shoreline uses incompatible with existing plans? Proposed measures to avoid or reduce shoreline and land use impacts are: 6.How would the proposal be likely to increase demands on transportation or public services and utilities? Proposed measures to reduce or respond to such demand(s) are: 7.Identify, if possible, whether the proposal may conflict with local, state, or federal laws or requirements for the protection of the environment. Exhibit 8: SEPA2024-015 Checklist Barker Ranch Traffic Impact Analysis Pasco, Washington November 9, 2021 Prepared by: J-U-B ENGINEERS, Inc. 3611 South Zintel Way Kennewick, Washington 99337 Exhibit 9: TIA Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |30-16-025/BarkerRanchTIA11-9-21 i Table of Contents Introduction and Background ................................................................................ 1 Existing Conditions ........................................................................................... 3 Land Use ................................................................................................... 3 Existing Roadway Network ................................................................................ 3 Other Transportation Modes .............................................................................. 6 Traffic Volumes ............................................................................................ 6 Traffic Operations Analysis ................................................................................ 6 Future Conditions ........................................................................................... 10 2026 No-Build Traffic Volumes ........................................................................... 10 2026 No-Build Traffic Operations ........................................................................ 10 Proposed Land Use ....................................................................................... 12 2026 Build Scenario Traffic Volumes ..................................................................... 13 2026 Build Scenario Traffic Operational Analysis ........................................................ 16 Queue Analysis ............................................................................................ 16 Safety Analysis ............................................................................................ 19 Mitigation ................................................................................................. 20 Summary and Recommendations ........................................................................... 24 List of Figures Figure 1. Vicinity Map ........................................................................................ 2 Figure 2. Existing Lane Configurations and Traffic Control ................................................. 4 Figure 3. Existing 2021 Traffic Volumes ..................................................................... 7 Figure 4. 2026 No-Build Traffic Volumes ................................................................... 11 Figure 5. Trip Distribution and Assignment ................................................................ 14 Figure 6. 2026 Build Traffic Volumes ....................................................................... 15 Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |30-16-025/BarkerRanchTIA11-9-21 ii List of Tables Table 1. Level-of-Service Criteria for Intersections ....................................................................................... 8 Table 2. Summary of Existing Peak Hour Delay (sec) and Level-of-Service at Study Intersections .............. 9 Table 3. Summary of 2026 No-Build Peak Hour Delay (sec) and Level-of-Service at Study Intersections . 12 Table 4. Summary of Barker Ranch Trip Generation .................................................................................. 13 Table 5. Summary of 2026 Build Peak Hour Delay (sec) and Level-of-Service at Study Intersections ....... 17 Table 6. Percentage of Total Capacity Used by Barker Ranch .................................................................... 18 Table 7. Collision Analysis Summary for Study Intersections 2016 - 2020 ................................................. 20 Table 8. Burns Road/Broadmoor Blvd Interim Mitigation Analysis ............................................................ 23 Appendices Appendix A - Traffic Counts Appendix B - Capacity Analysis Worksheets Appendix C - In-Process Trips Appendix D - Site Plan Appendix E - Safety Analysis Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 1 Introduction and Background RP Investments is pursuing the development of a large residential development on the north side of Burns Road west of Broadmoor Boulevard known as Barker Ranch. This development has three phases, the first of which was previously approved, but had no traffic analysis prepared. The Barker Ranch 1 st Addition and Barker Heights are seeking City approval. For the purposes of this Traffic Impact Analysis (TIA) the total of 481 single family residential lots included in all three phases will be evaluated for the combined impacts in year 2026 as a single development. The purpose of this TIA is to evaluate the traffic impacts associated with the proposed Barker Ranch development at five existing intersections in the Broadmoor Boulevard/Road 100 corridor, from Chapel Hill Boulevard south of the I-182 interchange to Burns Road intersection north of I-182, along with access points to the proposed development on both Burns Road and Broadmoor Boulevard. This TIA includes the analysis of future background conditions that include two developments that have been previously evaluated and are vested. This includes the Parks at Riverbend which includes 350 residential lots to the west of Barker Ranch south of Burns Road as well as the Burns Road Duplexes which includes 118 residential duplex lots situated on the north side of Burns Road east of Barker Ranch. A vicinity map showing Barker Ranch and the Burns Road Duplexes is shown in Figure 1. 1FIGURE BARKER RANCHPASCO, WAVICNITY MAP §¨¦182 BROA DMOOR BLVD . 0 0.5 1Miles 1 inch = 1 miles R I C H L A N D K E N N E W I C K P A S C ORD 100 COURT ST ARGENT RD CHAPEL HILL BLVD SANDIFUR PKWY BURNS RD SELPH LANDING C O L U M BIA RIV E R R D R D 6 8 DENT RD COURT ST WERNETT RD SYLVESTER ST BURDEN BLVD RD 36 UV240 Legend Burns Rd Duplexes Barker Ranch City Limits UGB Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 3 Existing Conditions This section will document 2021 conditions for land use, the roadway network and geometrics, other transportation modes, traffic volumes and traffic operations in the study area. Land Use North of the proposed Barker Ranch development the land is currently used for agricultural purposes and is zoned R-S-1. To the south the land is undeveloped and is zoned as C-1 and RT. West of the site is primarily agricultural although some low-density residential north of Burns Road has existed for several years and is expanding while south of Burns Road is developing as medium density residential, zoning is R-S-1 and R-1. East of the site is higher density residential with some undeveloped/developing residential as well with the zoning being R-4 and R-1. Existing Roadway Network The existing roadway network around the study area includes roadways that provide important connections in the regional roadway network. Key roadways are discussed below. Existing lane configurations and traffic control at study intersections are shown in Figure 2. Burns Road as indicated on the Washington State Department of Transportation (WSDOT) Functional Classification Map and the City Comprehensive Plan, west of Broadmoor Boulevard is a two lane local roadway. It has a 50 MPH speed limit and rural cross section having no curb, gutter or sidewalk. East of Broadmoor Boulevard Burns Road is a collector roadway and has been widened in in some sections to have curb and gutter with some sidewalks, but currently functions as a two lane roadway with a speed limit of 35 MPH. The City Comprehensive Plan identifies Burns Road to become a principal arterial. The intersection of Burns Road at Broadmoor Boulevard was recently restriped east of Broadmoor Boulevard to reduce confusion as it previously provided a single westbound approach lane that was 36 feet wide. It now has a shared through/left turn lane that lines up with the westbound departure lane. Broadmoor Boulevard/Road 100 north of I-182 Broadmoor Boulevard is a collector roadway with five lanes from I-182 north to Vincenzo Drive and three lanes north to Burns Road where it narrows to two lanes. South of Burns Road it has curb, gutter and sidewalk on the east side which has been developed but the west side has no sidewalk due to lack of development. The speed limit is 35 MPH. South of I-182 Road 100 is designated as a minor arterial with a speed limit of 45 MPH. Curb, Gutter and sidewalk exist on the east side but the west side of the roadway has roadside shoulders except where development has occurred. It generally has five lanes south of I-182 and transitions to three lanes south of Chapel Hill Boulevard, however there is a short piece between I-182 and Chapel Hill that has a single through lane southbound causing a merge area for the eastbound to southbound off-ramp to merge with the southbound through lane. The Burns Road Duplexes project TIA evaluated this merge area and reported that the southbound through lane approaching the merge point will spill back north through the signalized intersection (with I-182 Eastbound ramps). The road was widened on the west side next to the new GESA Credit Union on the northwest corner of the intersection at Chapel Hill Blvd to provide two southbound lanes approaching the intersection, but 2FIGURE BARKER RANCHPASCO, WA EXISTING LANE CONFIGURATIONS ANDTRAFFIC CONTROL §¨¦182 BR O A D M O O R B L V D . 0 1,000 2,000Feet 1 inch = 2,000 feet RD 1 0 0 CHAPEL HILL BLVD SANDIFUR PKWY BURNS RD Legend Burns Rd Duplexes Barker Ranch City Limits UGB à áãà áã à áã ³! ! ! "$ "$ ³! ! ! ³! ! ! ³! ! !ã ã ã ã àã íà áã áãã áãã áãã àá áãã áàààãã èãé à èã àá àèã áéã Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 5 the striping was not changed making it appear as though it is a shoulder, but there are actually two receiving lanes south of Chapel Hill Blvd, so this lane could function as a through lane. To mitigate the southbound merge a small widening similar to the GESA frontage would allow the eastbound right turn from the Interstate to have a receiving lane. This is a project in the City of Pasco Transportation Improvement Program for year 2022. For the purposes of this study the intersection of Broadmoor Blvd/Chapel Hill Blvd was modeled as shown in Figure 2, with a southbound left turn lane and a shared through/right turn lane, in reality it likely functions much better with the additional southbound lane. Broadmoor Blvd looking south, north of Chapel Hill Boulevard Broadmoor Blvd looking north, north of new GESA driveway Interstate 182 (I-182) is an east-west limited access freeway providing 6 travel lanes with a 70 MPH speed limit. It connects to I-82 west of Pasco, providing a connection to the City of Richland over the Columbia River. To the east it connects to US 395 and US 12 with access to the City of Pasco, the Tri-Cities Airport, and further to the east and north the cities of Walla Walla and Spokane. The only access to I-182 between the Columbia River and US 395 that provides continuity to the north is provided at the Road 68 and Road 100 Interchanges. Sandifur Parkway is an east-west collector roadway north of I-182 with five lanes east of Broadmoor Boulevard and a speed limit of 35 MPH, east of Road 90 it transitions to a three lane facility. It has curb, gutter and sidewalks on both sides. The Comprehensive Plan calls for Sandifur Parkway to be extended west of Broadmoor Boulevard and to be designated as a minor arterial for its full length. Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 6 Chapel Hill Boulevard is an east-west minor arterial roadway south of I-182 with four lanes and a raised median east of Broadmoor Boulevard and three lanes west of Broadmoor Blvd. The speed limit is 35 MPH and it has curb, gutter sidewalks and streetlights. Other Transportation Modes Ben Franklin Transit provides fixed-route transit service as well as Dial-a-Ride service for the disabled traveler in the region. The closest fixed route bus service to the proposed development is at Sandifur Parkway/Broadmoor Boulevard, nearly one mile away and is provided by routes 66, 67 and 225 which operate on Broadmoor Boulevard south of Sandifur Parkway and on Sandifur Parkway east of Broadmoor Boulevard with half-hour service in each direction throughout the day. These routes also serve the 22nd Avenue Transit Center where connections can be made with routes that serve the entire Tri-City area. Fares are typically $1.50 for adults but have been temporarily suspended due to COVID-19. In addition to the sidewalks mentioned above, some additional facilities are provided for bicycles and pedestrians. The Benton Franklin Council of Governments provides information for the entire region that identifies bicycle trails, as well as two types of bicycle routes: “Best Choice” or “Caution”. In the vicinity of the study area there is a separated Bike/Pedestrian Trails on the north side of I-182 east of Broadmoor Boulevard that extends approximately four miles. Also Burns Road, Broadmoor Boulevard north of Sandifur Parkway, Road 100 south of Chapel Hill Boulevard and Sandifur Parkway are all identified as Bike Route-Best Choice while the section of Broadmoor Boulevard between Chapel Hill Boulevard and Sandifur Parkway is designated as Bike Route-Caution route. Traffic Volumes Typically for traffic studies such as this turning movement counts at study intersections that are no older than 12 months are used for analysis. However, given the COVID-19 pandemic, travel volumes are somewhat depressed in much of the nation. Recent similar studies have used pre-COVID Counts when available and increased them by some growth rate. When not available, research has been performed to factor existing counts up to best estimate existing conditions. In the case of the current study, 2019 traffic counts had been collected at study intersections, included in Appendix A, prior to the pandemic as part of the TIA for the Parks at Riverbend. These counts were also used by the Burns Road Duplexes TIA and were discussed with the City of Pasco. It was determined that increasing these counts by 2% per year to represent 2021 AM and PM peak hour conditions would be the best methodology. The 2021 estimated PM peak hour traffic volumes at study intersections are shown in Figure 3. Traffic Operations Analysis The analysis of Level-of-Service (LOS) is a means of quantitatively describing the quality of operational conditions of a roadway segment or intersection and the perception by motorists and passengers. Service levels are identified by letter designation, A – F, with LOS “A” representing the best operating conditions and LOS “F” the worst. Each LOS represents a range of operating conditions and one or more measures of effectiveness (MOE’s) are used to quantify the LOS of a roadway element. For intersections, the MOE used is average control delay (seconds) per vehicle. While there are several methodologies for estimating the LOS of intersections, the most commonly used is presented in the Highway Capacity Manual and is the methodology used in this study. The Highway Capacity Manual criteria for intersections are summarized in Table 1. 3FIGURE BARKER RANCHPASCO, WA2021 EXISTING VOLUMES §¨¦182 BR O A D M O O R B L V D . 0 1,000 2,000Feet 1 inch = 2,000 feet RD 1 0 0 CHAPEL HILL BLVD SANDIFUR PKWY BURNS RD Legend Burns Rd Duplexes Barker Ranch City Limits UGB Traffic VolumesAM Peak HourPM Peak Hour à áã àáã à áã 27 38 7 28 6 78 52 4 52 9 85611 5922 056 4 16 329 5 22 à áã 396520 282834 423 99 418 23 326176 327121 80 15 9 28 19 4 19 8 71 21569 52927 à áã à áã àáã à áã 61 8 28 34 6 35 35 5 40 1 49 4 90 4 28 763 41743 áã áààã à áã à áã àáã84 4 56 00 69 0 43 40 1820209 2072306 069 3 58 3 0 1, 2 1 7 37 1 à áã àáã à áã 053 9 22 7 055 7 18 6 4352313 9811728 080 7 39 8 062 3 23 0 Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 8 Table 1. Level-of-Service Criteria for Intersections Level of Service Average Control Delay (seconds/vehicle) (LOS) Signalized Intersections Unsignalized Intersections A < =10 < =10 B >10 - < 20 >10 - < 15 C >20 - < 35 >15 - < 25 D >35 - < 55 >25 - < 35 E >55 - < 80 >35 - < 50 F >80 >50 Source: Highway Capacity Manual 6th Edition, Transportation Research Board, National Research Council, Washington, D.C., 2017. The signalized method is based on the capacity available to service the various movements at an intersection based on the amount of green time provided for each movement, the impacts of any conflicting movements, etc.; for unsignalized intersections delay is based on the availability of gaps in the major street traffic flow to allow minor street movements to occur. Delay results in driver frustration and anxiety, loss of time, unnecessary fuel consumption, and contributes to unnecessary air pollution. The City of Pasco standard for Level of Service is LOS “D” or better for signalized intersections and minor street approaches at unsignalized intersections. Traffic volumes and existing intersection geometry were input into the Synchro software for signalized intersections and the Highway Capacity Software (HCS) for unsignalized intersections to determine the delay and Level of Service at the study intersections. The results of the capacity analysis are shown in Table 2 worksheets being included in Appendix B. The results of the analysis indicate that all study intersections currently function with acceptable delay and Level of Service except the intersection of Broadmoor Blvd/Chapel Hill Blvd during the AM peak hour. The root of the issue here is that the westbound right turn volume in the morning is high (396) with traffic headed towards I-182 and there is no dedicated right turn lane. With the low westbound through volume (5) it is likely that the intersection functions much better than is shown here due to the fact that many of these through vehicles are in the next lane to the left and westbound right turns can “turn right on red” so long as there is not a through vehicle at the front of the line. It is possible to restripe the existing three westbound approach lanes to provide an exclusive left turn lane, a single through lane and an exclusive right turn lane which would allow for a green right turn arrow to be added to the signal phase that could allow for many westbound right turns to proceed while the southbound left turns (286) are advancing during their protected phase. With this improvement the modeling shows that the intersection will function with significantly less delay for the westbound approach and the intersection as a whole. Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 9 Table 2. Summary of Existing Peak Hour Delay (sec) and Level-of-Service at Study Intersections Intersection AM Peak Hour PM Peak Hour Overall Worst Overall Worst Intersection Approach Intersection Approach Broadmoor Blvd/Burns Road * WB—29.7/D * WB—26.6/D Broadmoor Blvd/Sandifur Pkwy 14.9/B WB—24.4/C 18.9/B WB—33.5/C Broadmoor Blvd/I-182 WB ramps 8.3/A WB—26.0/C 11.4/B WB—28.7/C Broadmoor Blvd/I-182 EB ramps 13.0/B EB—25.1/C 19.7/B EB—24.5/C Broadmoor Blvd/Chapel Hill Blvd 50.4/D WB—105/F 44.8/D SB—52.3/D 23.7/C(1) 57.5/E 34.9/C(1) SB—43.7/D LEGEND 10.2/B Delay and Level of Service using existing lane configurations 10.2/B (1) Delay and Level of Service with improvements noted below * Uncontrolled Movements (major street through) not provided for overall intersection Analysis for Two-way Stop Controlled Intersections NB = northbound, SB = southbound, WB = westbound, EB = eastbound Notes: (1) Assumes conversion of existing three westbound approach lanes to provide exclusive left turn, thru and right turn lanes to allow improved signal phasing for westbound right turn. Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 10 Future Conditions This section will discuss anticipated 2026 conditions without and with the proposed development. 2026 No-Build Traffic Volumes Future year 2026 PM peak hour traffic volumes without the proposed development were developed by increasing the 2021 AM and PM peak hour traffic volumes discussed earlier by 2% per year to account for growth that is not attributable to any particular development or is caused by regional growth outside the study area. Additional trips were also added to account for previously approved developments, these are shown graphically and in tabular form in Appendix C, and described below, namely: The Burns Road Duplexes, a 118 unit residential development situated on the northwest corner of Burns Road/Broadmoor Boulevard. The western access of this development (Road 104) will also provide access to Barker Ranch. The Parks at Riverbend, a 315 lot single family development west of Barker Ranch on Burns Road. Although the TIA for this development assumes the extension of Sandifur Parkway west to provide access to the site, the timing of this improvement is reliant on developer funding. For the purposes of this TIA all trips are assumed to use Burns Road, a similar assumption as the TIA for the Burns Road Duplexes. The resulting 2026 AM and PM peak hour traffic volumes from the background growth and In-Process trips from previously approved developments are shown in Figure 4. 2026 No-Build Traffic Operations Year 2026 No-Build scenario traffic volumes shown in Figure 4 were evaluated using the existing lane configurations shown in Figure 2. The results of this analysis are summarized in Table 3, with the capacity worksheets included in Appendix B. It should be noted that for the Burns Road Duplexes development TIA that a lengthy analysis was performed evaluating multiple scenarios for the Burns Road/Broadmoor Boulevard intersection because it fell below Level of Service Standards but was not likely to meet traffic signal warrants. It was recognized that in the long-term the intersection would need a traffic signal to provide acceptable Levels of Service, but the recommended interim solution for mitigation from that study was to convert the intersection to All-Way Stop Control. This method of intersection control was evaluated as well. As shown in Table 3, all intersections are anticipated to function with acceptable LOS and delay, except for the intersections of Broadmoor Blvd/Chapel Hill Blvd and Burns Road/Broadmoor Boulevard, as expected. With the same mitigation discussed for the existing conditions at Broadmoor Blvd/Chapel Hill Blvd that intersection will function acceptably. Likewise, the same mitigation as that proposed in the Burns Road Duplexes project TIA the Burns Road/Broadmoor Blvd intersection will function with acceptable LOS if converted to All-Way Stop Control. This will increase the overall delay however, because the major street volume on Broadmoor Boulevard does not currently stop. But this improvement will provide significant relief for the Burns Road approaches to the intersection. 4FIGURE BARKER RANCHPASCO, WA2026 NO-BUILD PEAKHOUR TRAFFIC VOLUMES §¨¦182 BROA DMOOR BLVD . 0 1,000 2,000Feet 1 inch = 2,000 feet RD 100 CHAPEL HILL BLVD SANDIFUR PKWY BURNS RD Legend Burns Rd Duplexes Barker Ranch City Limits UGB Traffic VolumesAM Peak HourPM Peak Hour à áã àáã à áã 30 427 316 86 579 584 94713 6522 0623 17 3326 24 à áã 438622 311938 5264 10 52013 340390 337259 151 176 31 430 218 78 22076 64430 à áã à áã àáã à áã 857 52 495 53 448 442 738 998 38 842 117820 áã áààã à áã à áã àáã10 4 1 68 40 831 5220 2220231 3012338 0800 643 0 1,464 410 à áã àáã à áã 0595 316 0615 249 5152346 12031804 0891 440 0688 254 24 24 14021282 1168 1449 àáã áà áã àã Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 12 Table 3. Summary of 2026 No-Build Peak Hour Delay (sec) and Level-of-Service at Study Intersections Intersection AM Peak Hour PM Peak Hour Overall Worst Overall Worst Intersection Approach Intersection Approach Broadmoor Blvd/Burns Road *WB—320.4/F *WB—249.3/F 17.9/C(1) EB—22.0/C 26.0/D(1) NB—34.7/D Broadmoor Blvd/Sandifur Pkwy 17.6/B WB—27.7/C 21.2/C WB—43.0/D Broadmoor Blvd/I-182 WB ramps 12.7/B WB—29.1/C 17.4/B WB—45.6/D Broadmoor Blvd/I-182 EB ramps 17.5/B EB—31.8/C 35.4/D NB—45.9/D Broadmoor Blvd/Chapel Hill Blvd 59.1/E WB—180/F 49.1/D SB—57.0/E 27.2/C(2) WB—44.8/D 42.9/D(2) SB—55.9/D LEGEND 10.2/B Delay and Level of Service using existing lane configurations 10.2/B (1) Delay and Level of Service with improvements noted below * Uncontrolled Movements (major street through) not provided for overall intersection Analysis for Two-way Stop Controlled Intersections NB = northbound, SB = southbound, WB = westbound, EB = eastbound Notes: (1)Assumes conversion to All-Way Stop Control (2)Assumes conversion of existing three westbound approach lanes to provide exclusive left turn, thru and right turn lanes to allow improved signal phasing for westbound right turn. Proposed Land Use The proposed Barker Ranch site plan is included in Appendix D. The development includes 481 single family lots in three phases. Two accesses are proposed, one on Broadmoor Boulevard north of Burns Road and the other is a shared access with the Burns Road Duplexes on Burns Road west of Broadmoor Boulevard. Many of the trips from this development, at least in the short term prior to commercial and other development to the south, will travel south and east to the intersection of Broadmoor Blvd/Burns Road. An examination of the site plan determined that approximately 42% of the development would find it shorter to go east to Broadmoor Blvd and then south and 58% of the homes would find a shorter route to go south to Burns Road and then east. The trip distribution off-site is discussed in more detail below. Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 13 2026 Build Scenario Traffic Volumes Several steps are necessary in order to add development traffic volumes to the roadway network. First future trips must be estimated and second a methodology to distribute these trips to the roadway network must be prepared. The Institute of Traffic Engineers (ITE) 10th Edition of Trip Generation, a nationally accepted manual that consists of surveys of numerous land uses and their typical trip generation characteristics, was used to estimate the number of future trips that could be expected from the proposed Barker Ranch. A summary of the trip generation is provided in Table 4. Table 4. Summary of Barker Ranch Trip Generation Measure Average Weekday AM Peak Hour PM Peak Hour Average Trip Generation Rate per unit 9.44 0.74 0.99 Percent In 50% 25% 63% Percent Out 50% 75% 37% Total Trips 4541 356 476 Trips Inbound 2270 89 300 Trips Outbound 2270 267 176 Land Use (ITE Code): Single Family Residential (210) Independent Variable: Dwelling Units Number of Units: 481 For the purposes of this analysis all these trips are considered to be new trips added to the network, without any reduction for internal trips or pass-by trips. The next step in determining future traffic volumes is to distribute the trips generated to the roadway network. A trip distribution pattern similar to that used for the Burns Road Duplexes was used, with the exception that the City requested the inclusion of the Broadmoor Blvd/Chapel Hill Blvd intersection, and so 5% of the trips previously sent to I-182 to/from the west were sent to the south on Broadmoor Blvd. The trip distribution percentages for new trips and the resulting trips at each study intersection for the AM and PM peak hours are shown in Figure 5. New trips at study intersections shown in Figure 5 were added to the 2026 No-Build Scenario traffic volumes shown in Figure 4, with the resulting 2026 Build Scenario traffic volumes for both the AM and PM peak hours being shown in Figure 6. 5FIGURE BARKER RANCHPASCO, WATRIP DISTRIBUTIONAND ASSIGNMENT §¨¦182 BROA DMOOR BLVD . 0 1,000 2,000Feet 1 inch = 2,000 feet RD 100 CHAPEL HILL BLVD SANDIFUR PKWY BURNS RD Legend Burns Rd Duplexes Barker Ranch City Limits UGB Traffic VolumesAM Peak HourPM Peak Hour à áã àáã à áã 13 9 à áã 4 15 1126 704 7129589 4635 151 119 22 78 à áã à áã àáã à áã 214 27 141 18 72 240 9 30 áã áààã à áã à áã àáã121 93 7962 27 90 45 150 à áã àáã à áã 1380 953 41135 4 15 13 136 994 415 48 154 11874 37 119 ã10%ãã30%ã ã 45%ã ã5%ãã5%ã ã5%ã áà áà áã àã áã àã 6FIGURE BARKER RANCHPASCO, WA2026 BUILDTRAFFIC VOLUMES §¨¦182 BR O A D M O O R B L V D . 0 1,000 2,000Feet 1 inch = 2,000 feet RD 1 0 0 CHAPEL HILL BLVD SANDIFUR PKWY BURNS RD Legend Burns Rd Duplexes Barker Ranch City Limits UGB Traffic VolumesAM Peak HourPM Peak Hour à áã àáã à áã 30 42 7 32 9 86 57 9 59 3 94713 6522 062 3 17 332 6 24 à áã 442622 326938 537 6 16 527 17 347519 342348 19 7 21 1 31 58 1 33 7 78 42276 135230 à áã à áã àáã à áã 107 1 79 63 6 71 52 0 44 2 97 8 99 8 47 842 147820 áã áààã à áã à áã àáã116 2 77 70 91 0 58 40 2290231 3912338 084 5 64 3 0 1, 6 1 4 41 0 à áã àáã à áã 060 8 39 6 062 4 30 2 5562346 13381804 089 5 44 0 070 3 25 4 15 14 0 1196 540217282 49168 158449 027 8 020 8 0118074 37 18 0 11 9 22 6 áà áã àã áà áã àã Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 16 2026 Build Scenario Traffic Operational Analysis A traffic operations analysis was undertaken using the 2026 Build Scenario traffic volumes shown in Figure 6 to determine anticipated delay and levels of service at the study intersections. The results of the traffic operations analysis are summarized in Table 5. Capacity Analysis worksheets are included in Appendix B. As shown in Table 5, all study intersections will function with an acceptable LOS, except the Broadmoor Blvd/Burns Road intersection and the Broadmoor Blvd/Chapel Hill Blvd intersections as was the case in the No-Build Scenario. The mitigation for the No-Build Scenario is not expected to fully mitigate the build-out of the Barker Ranch development at the Broadmoor Blvd/Burns Road intersection and a traffic signal will be needed. At the City request the Barker Ranch trips as a percentage of capacity was calculated. This was prepared using the Sum of Lane Group Capacity reported in the Highway Capacity Manual worksheets provided from the Synchro software using the mitigation scenarios, in conjunction with the total 2026 Build intersection volumes for each signalized intersection. The total capacity was calculated and percent of that capacity used by the Barker Ranch development was calculated for both the AM and PM Build conditions since the demand volumes for each time period is different resulting in varying signal timing plans to service the different traffic flows most efficiently. The results of this analysis are shown in Table 6. Table 6 shows that the Barker Ranch traffic volumes consumes from 0.2% of the capacity at the Broadmoor Boulevard/Chapel Hill intersection during the AM peak hour to 9.0% of the capacity at the Broadmoor Boulevard/Burns Road intersection during the PM peak hour. The percent of total volume is also shown with ranges from 0.6% to 25.6% of Barker Ranch trips as a percentage of total intersection volume. Queue Analysis The 95% queue lengths provided by the Highway Capacity Manual reports of the capacity analysis for the 2026 Build Scenario were examined to identify any queueing issues. General queueing as is common during the AM and PM peak hours exists and are generally accommodated by the existing lane geometries, with the following exceptions: At the I-182 westbound ramps, the northbound queue will block the access to the northbound to westbound loop ramp during the PM peak hour. During the PM peak hour the I-182 eastbound off ramp queue will be long for all movements, likely at least 500’, but the ramp is over 1450’ long so it should accommodate the forecast demand. If an issue becomes a cause for concern, the best improvement would be to widen the off ramp to lengthen the eastbound right turn storage and in conjunction widen the west side of Broadmoor Blvd to create a true receiving lane for the eastbound to southbound movement and eliminate the yield to southbound through movement as discussed in the existing conditions. Also during the PM peak hour at the eastbound I-182 ramp intersection at Broadmoor Blvd the northbound through queue will block the access to the eastbound on-ramp to I-182. At the Broadmoor Blvd/Chapel Hill Blvd intersection the southbound through movement will block the access to the southbound left turn movement during the AM peak and during the PM peak the southbound left turn movement will block the through movement. The improvement described above with respect to adding a second southbound through lane between the I-182 Eastbound ramps and Chapel Hill Boulevard would alleviate this situation as well. Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 17 As noted in the existing conditions, the southbound merge south of the eastbound I-182 ramps will back up through the intersection during the PM peak hour. This condition will also be alleviated with the improvement discussed above. It should be noted however, that the heavy eastbound left turn movement should create significant amount of time for the eastbound right turn to proceed while the southbound through movement is red while yielding to the eastbound left turn. Table 5. Summary of 2026 Build Peak Hour Delay (sec) and Level-of-Service at Study Intersections Intersection AM Peak Hour PM Peak Hour Overall Worst Overall Worst Intersection Approach Intersection Approach Broadmoor Blvd/Burns Road * WB—4893/F * EB—>999/F 50.7/F(1) EB—84.3/F 79.7/F(1) NB--123.4/F 24.2/C(2) SB—37.1/D 19.1/B(2) SB—27.2/C Broadmoor Blvd/Sandifur Pkwy 20.1/B WB—30.6/C 22.5/C WB—40.3/D Broadmoor Blvd/I-182 WB ramps 12.1/B WB—33.2/C 19.5/B WB—40.2/D Broadmoor Blvd/I-182 EB ramps 27.1/C EB—40.3/D 38.5/D NB—54.5/D Broadmoor Blvd/Chapel Hill Blvd 45.4/D WB—113/F 33.5/C WB—55.0/E 25.7/C(3) WB—30.8/C 21.5/C(3) EB—30.4/C Burns/Site Entrance * SB—17.2/C * SB—20.6/C Broadmoor/Site Entrance * EB—10.9/B * EB—9.9/A LEGEND 10.2/B Delay and Level of Service using existing lane configurations 10.2/B (1) Delay and Level of Service with improvements noted below * Uncontrolled Movements (major street through) not provided for overall intersection Analysis for Two-way Stop Controlled Intersections. >999 indicates delay exceeds reportable amount by the software NB = northbound, SB = southbound, WB = westbound, EB = eastbound Notes: (1) Assumes conversion to All-Way Stop Control (2) Assumes Installation of Traffic signal and exclusive left turn lanes on all approaches (3) Assumes conversion of existing three westbound approach lanes to provide exclusive left turn, thru and right turn lanes to allow improved signal phasing for westbound right turn. Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 18 Table 6. Percentage of Total Capacity Used by Barker Ranch Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 19 Safety Analysis Left Turn Lane Analysis Analysis was performed for left turn treatment at the two uncontrolled site access intersections using the WSDOT Design Manual Exhibit 1310-7a, Left Turn Lane Storage Guidelines. The exhibit gives curves for posted speeds of 40, 50 and 60 MPH. Traffic volumes for the 2026 Build Scenario were plotted for both the AM and PM peak hours for left turns on Burns Road into the site as well as northbound Broadmoor Blvd into the site and are included in Appendix E. The eastbound left turn from Burns Road is below the curve for 50 MPH while the northbound left turn from Broadmoor Blvd is above the curve for 50 MPH. Additional analysis was performed for this intersection that indicated that the storage needs for the northbound left turn is 100 feet. Right Turn Lane Analysis Similarly a right turn lane analysis was performed for the westbound right turn from Burns Road into the site using the WSDOT Design Manual Exhibit 1310-11. No analysis was performed for the southbound Broadmoor Blvd right turn into the site given that no trips were forecast to come from the north and that volume will be negligible. This analysis is also shown in Appendix E. Although the AM condition does not warrant special treatment, the PM condition falls well into the range of needing a right turn lane, since the forecast is for 158 westbound right turns into the site. It is worth noting that in the short term that the frontage improvements associated with the Burns Road Duplexes (assumed to be their half of a four or five lane facility), as noted in the TIA for that development, are expected to provide sufficient pavement width to accommodate the function and geometry of a right turn pocket. That study also noted that when Burns Road is fully built-out to principal arterial standards, the westbound approach will have two travel lanes and half or less of the westbound through volume will be included on the x-axis of the WSDOT exhibit, and the speed limit would likely be lowered to 35 MPH as is the case east of Broadmoor Blvd. There are very few right turn lanes provided on city streets in the City of Pasco where the speed limit is 35 MPH. Collision Analysis Collision history for study intersections was obtained from WSDOT for the five year period 2016-2020. The analysis assumes that a collision rate less than the critical collision rate for the intersection is typically considered to be within acceptable parameters. A collision rate above the critical rate is worthy of further examination. Detailed collision history at study intersections and calculations of collision rates are included in Appendix E, with a summary of the analysis provided in Table 7. There were no fatalities during the 5-year period at study intersections. There was one serious injury at the intersection of Broadmoor Blvd/Burns Road where the stop sign was disregarded. One suspected serious injury occurred at the intersection of Broadmoor Blvd/Chapel Hill Blvd. The collision rate for all signalized intersections on Broadmoor Boulevard is less than the critical collision rate, albeit only slightly below at the intersection with the eastbound I-182 ramps. With 44 collisions at that intersection there are nearly two-thirds of them that are same direction rear end collisions, and half of those are in the eastbound off-ramp direction. The heavy demand on this ramp is likely the cause of such collisions and it is recognized that the City of Pasco is working with WSDOT to study capacity improvements at the interchange. The original layout of the interchange was designed to accommodate an eastbound to northbound loop ramp in the southeast quadrant. This would alleviate significant Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 20 congestion and improve capacity, also it may create other conflict points such as a northbound weave. These things should be evaluated during the capacity evaluation of the interchange. Table 7. Collision Analysis Summary for Study Intersections 2016 - 2020 Intersection COLLISION TYPE Broadmoor Blvd/ Burns Road Broadmoor Blvd/ Sandifur Pkwy Broadmoor Blvd/ I-182 Westbound ramps Broadmoor Blvd/ I-182 Eastbound ramps Broadmoor Blvd/ Chapel Hill Blvd Entering at Angle 6 5 3 8 3 Opposite Dir. Left Turn 0 10 0 2 12 Same Dir rear end 1 2 8 29 6 Same Dir sideswipe 0 2 0 5 2 TOTAL COLLISIONS 7 19 11 44 23 Million Entering Vehicles 15.148 44.968 56.612 57.999 33.525 Accident Rate 0.3301 0.4225 0.1943 0.7586 0.7159 Critical Accident Rate 0.8944 0.7789 0.7605 0.7587 0.8052 Mitigation In addition to standard frontage improvements for the development including curb, gutter and sidewalks, mitigation for the full-build-out of the Barker Ranch development includes the following off- site improvements, as shown above in the notes to Table 6 and the discussion in the Safety Analysis section: A northbound left turn lane at the site access to Broadmoor Blvd with 100’ of storage. A traffic signal at the intersection of Broadmoor Blvd/Burns Road to include an exclusive eastbound left turn lane, through lane and right turn lane. In addition to this mitigation it is anticipated that other development proposals and/or city projects will implement the following: Installation of All-Way stop control at the intersection of Broadmoor Blvd/Burns Road, identified as the mitigation for the Burns Road Duplexes. Restriping of the exiting westbound approach at the intersection of Broadmoor Blvd/Chapel Hill Blvd to allow for overlapping westbound right turn phase (green arrow) coincident with the southbound left turn protected phase. Interim Mitigation at Broadmoor Blvd/Burns Road In order to obtain city approvals to proceed with at least some portion of the development the City of Pasco asked how many homes would trigger the need for the traffic signal. A sensitivity analysis was conducted to determine how many homes could be constructed under a few scenarios of phased Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 21 improvements while still providing acceptable Levels of Service. This analysis was provided separately in a Technical Memorandum to the City while revisions to the initial submittal of this TIA were being prepared. Assumptions The “No-Build” scenario background traffic growth to year 2026 included 2% per year growth of 2019 traffic volumes. It also included previously approved subdivisions in the vicinity including the Parks at Riversbend, a 315 lot subdivision, and the Burns Road Duplexes, a 118 lot subdivision. The Build year scenario for the most recent of these developments was year 2023. The lane configuration at Burns Road/Broadmoor Boulevard was recently changed through striping such that the northbound and southbound approaches have an exclusive left turn lane with a shared through/right turn lane, the eastbound approach has a single lane used for left/thru/right turns, and the westbound approach includes a shared thru/left turn lane and an exclusive right turn lane. The mitigation for the previously approved developments was to convert the intersection from Two- Way Stop Control (TWSC) to All-Way Stop Control (AWSC) in order to reduce delay and achieve acceptable Level of Service. Although these developments have been approved, no lots have yet been constructed. Regardless of the lack of advancement of these developments, the “No-Build” scenario for the Barker Ranch in year 2026 assumes full build out of these developments with all of their traffic using Burns Road. The Parks at Riversbend subdivision is anticipated to provide additional access from Sandifur Parkway extension to the west of Broadmoor Blvd which will substantially reduce traffic on Burns road when completed, but the timing of such improvement is unknown. The proposed Barker Ranch subdivision includes a total of 481 homes in three phases of 102, 207 and 172 lots. The first two phases take access from Burns Road west of Broadmoor Boulevard, while the third phase would create an access to Broadmoor Boulevard north of Burns Road. The trip distribution assumptions of the TIA show 5% of trips to/from the west on Burns Road, with 5% of trips to/from the east on Burns Road east of Broadmoor Boulevard and 90% of trips going to/from the south on Broadmoor Boulevard. Although full build-out of Barker Ranch would have access from both Burns Road and Broadmoor Boulevard, the firsts two phases would only take access from Burns Road, thus all trips for this analysis assume that no new trips would use Broadmoor Boulevard north of Burns Road. Interim Mitigation Analysis For the purposes of this analysis a phased approach to improvements seems to be worthwhile, as described in the three scenarios below. The goal to meet the LOS Standard of the City of Pasco at an All- Way Stop Controlled intersection is to have each approach be LOS “D” or better. 1. Mitigation for previously approved developments is conversion of the Burns Road/Broadmoor Boulevard to AWSC. How many Barker Ranch homes can be constructed and still provide acceptable LOS without the addition of new lanes, but with the AWSC condition? Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 22 2.Ultimate mitigation for fully developed Barker Ranch includes two additional eastbound approach lanes as well as a traffic signal. How many Barker Ranch homes can be constructed if these additional eastbound lanes are constructed to go along with the AWSC? 3.Are there other improvements that could be considered that would contribute a portion of longer range improvements that could enhance capacity without the need for a traffic signal? For Scenario 1 above, it was found that, assuming full build out of both the Parks at Riversbend and the Burns Road Duplexes, acceptable LOS could only be provided with six new homes from the Barker Ranch development. A summary of delay and Level of Service is provided in Table 8. For Scenario 2, 30% of Phase I of the Barker Ranch subdivision, or a total 31 new homes could be constructed and provide acceptable LOS if a second approach lane were constructed for the eastbound approach. This is only a portion of the longer range mitigation. See discussion below under scenario 3 as to why only one additional approach lane was included for scenario 2. For Scenario 3, several lane configurations were examined to determine if any other additional lanes, or uses of the lanes, could be added to relieve congestion at the intersection based on the forecast traffic volumes. Intuitively it seems as though delay could be reduced if even more approach lanes were provided, but as it turns out, additional delay is added if more lanes are at an AWSC intersection because drivers need to take more time to monitor other approach lanes to ensure safety. So the optimum number of approach lanes is two for each leg. That said, an analysis was performed to determine how many homes could be added if the eastbound right turn volume were removed from the intersection, similar to a by-pass lane for right turns at a roundabout. In order to achieve this, not only would an exclusive eastbound right turn lane need to be constructed, but also a southbound departure lane as well in order to provide no conflict for the movement. Without the eastbound right turn volume it was found that all of the Phase I homes as well as 93 homes from Phase 2 for a total of 195 homes could be constructed while still maintaining acceptable LOS with AWSC. Conclusion Assuming full-build-out of the Parks at Riversbend and the Burns Road Duplexes. There are a few options that would allow a portion of the Barker Ranch Subdivision to be constructed without the installation of a traffic signal at the Burns Road/Broadmoor Boulevard intersection. Based on the No-Build forecast traffic volumes and the No-Build mitigation of the conversion to All-Way Stop Control, only six more homes could be constructed in Barker Ranch. With the addition of one lane to the eastbound approach, and continued AWSC, 31 homes could be constructed within the Barker Ranch Subdivision. In addition to the eastbound approach lane, if a southbound departure lane were constructed, so as to remove the eastbound right turn volume from the intersection, delay would be reduced such that a total of 195 homes could be constructed without the need for traffic signalization. Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 23 Table 8. Burns Road/Broadmoor Blvd Interim Mitigation Analysis Traffic Volumes (1) Lane Configuration (2) Overall Intersection Delay (seconds)/ Level of Service Worst Approach Delay (seconds)/ Level of Service 2026 No-Build Existing lanes with AWSC (2) 25.9/D NB--33.4/D 2026 with Phase 1 (102 homes) Existing lanes with AWSC (2) 40.6/E NB--57.7/F 2026 with 6% Phase 1 (6 homes) Existing lanes with AWSC (2) 26.9/D NB--35.0/D 2026 with 30% Phase I (31 homes) Adds eastbound exclusive left turn lane, AWSC 27.4/D NB--35.9/E 2026 with 30% Phase I (31 homes) Adds eastbound exclusive right turn lane, AWSC 25.9/D NB--34.7/D 2026 with Ph 1 & 45% Ph 2 (195 homes) Adds eastbound exclusive right turn lane and southbound departure lane, AWSC 28.1/D 34.7/D LEGEND XX/ LOS Delay and Level of Service using existing Lane Configuration NB = Northbound, SB = Southbound, EB = Eastbound, WB = Westbound (1) Additional Scenarios shown here to show various LOS comparisons (2) Existing lanes include: northbound and southbound exclusive left turn lanes and shared thru/right turn lanes, single eastbound approach lane for left/thru/right turn, eastbound exclusive right turn lane and shared thru/left turn lane. Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 24 Summary and Recommendations This Traffic Impact Analysis evaluated the development proposal for the combined traffic impacts of the three phases of the Barker Ranch Subdivision proposed for Burns Road west of Broadmoor Blvd. It accounts for previously approved developments also on Burns Road, the Parks at Riverbend (315 single family lots) and the Burns Road Duplexes (118 lots). This TIA evaluates intersections on Broadmoor Boulevard from Chapel Hill Boulevard south of I-182 to Burns Road to the north as well as the site access points to the development, one each on Broadmoor Blvd and one on Burns Road. The Broadmoor Blvd/Chapel Hill Blvd intersection currently functions with a poor LOS in the AM peak hour primarily because of the high westbound right turn. Simple restriping of the westbound approach to allow an exclusive right turn that could be given a green arrow during the southbound left turn protected phase should solve that issue. All other study intersections currently operate with acceptable Levels of Service. There is one other existing traffic operational issue however, as noted in the Burns Road Duplexes TIA, where the southbound through movement at the merge area south of I-182 backs up through the traffic signal at the eastbound I-182 ramps. To mitigate the southbound merge a small widening similar to the GESA frontage would allow the eastbound right turn from the Interstate to have a receiving lane. This is a project in the City of Pasco Transportation Improvement Program for year 2022. For the 2026 No-Build Scenario, which accounts for 2% per year background growth as well as the Parks at Riverbend and the Burns Road Duplexes all study intersections continue to function acceptably except for the previously discussed Broadmoor Blvd/Chapel Hill Blvd and the Broadmoor Blvd/Burns Road intersection. The Burns Road Duplexes TIA recognized that in the long-term the latter intersection would need a traffic signal to provide acceptable Levels of Service, but the recommended interim solution for mitigation was to convert the intersection to All-Way Stop Control which provided acceptable LOS. The proposed Barker Ranch subdivision includes 481 lots in three phases. It is expected that there will be approximately 4,541 average weekday trips, with 356 AM peak hour trips (89 inbound and 267 outbound) and 476 PM peak hour trips (300 inbound, 176 outbound). For the Build scenario all study intersections will work acceptably during both the AM and PM peak hours, again except for the Broadmoor Blvd/Chapel Hill Blvd and the Broadmoor Blvd/Burns Road intersection. All-way Stop Control will no longer provide acceptable delay and LOS at Broadmoor Blvd/Burns Road, thus a traffic signal was evaluated and will provide acceptable LOS. It was assumed that exclusive left turn lanes would be constructed on each approach as well as an eastbound right turn lane. An evaluation was also performed to determine how many lots of Barker Ranch could be developed without the need for a traffic signal in order to allow some portion of the development to move forward. Only six more homes could be constructed in Barker Ranch without the need for something more than the All-Way stop control mitigation as part of the Burns Road Duplexes project. With the addition of one lane to the eastbound approach, and continued AWSC, 31 homes could be constructed within the Barker Ranch Subdivision. Finally, in addition to the eastbound approach lane, if a southbound departure lane were constructed, so as to remove the eastbound right turn volume from Barker Ranch Traffic Impact Analysis Pasco, WA J-U-B Engineers, Inc. |07-21-034BarkerRanchTIA11-9-21 25 the intersection, delay would be reduced such that a total of 195 homes could be constructed without the need for traffic signalization. A queueing analysis was also performed as well, noting any queueing issues that might influence traffic operations. The most significant issue is the eastbound off-ramp from I-182 and the section of southbound Broadmoor Blvd between those ramps and Chapel Hill. All of these issues can be address in the short term by the City of Pasco Transportation Improvement Program project mentioned above to widen the roadway. Also it is worth mentioning that the City of Pasco is working with WSDOT to study capacity improvements at the interchange. A safety evaluation of site access points identified the need for a northbound right turn lane with 100’ of storage at the Broadmoor Blvd access to the site. A westbound right turn lane on Burns Road at the site access, as noted in the Burns Road Duplexes TIA, should be accommodated by the frontage improvements for that development. Collision analysis indicates that accident rates at study intersections are below the critical accident rates for each intersection. Barker Ranch Traffic Impact Analysis Pasco, WA APPENDICES INCLUDED Appendix A - Traffic Counts Appendix B - Capacity Analysis Worksheets Appendix C - In-Process Trips Appendix D - Barker Ranch Site Plan Appendix E - Safety Analysis Barker Ranch Traffic Impact Analysis Pasco, WA Appendix A Traffic Counts Total Vehicle Summary Broadmoor Blvd & Burns Rd 7:00 AM to 9:00 AM 15-Minute Interval Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 7:00 AM 8 36 3 0 0 42 0 0 1 3 43 0 13 2 0 0 151 0 0 1 0 7:15 AM 16 31 7 0 1 59 1 0 1 7 63 0 23 2 0 0 211 0 0 0 0 7:30 AM 17 30 5 0 3 76 0 0 1 7 48 0 17 3 0 0 207 0 0 0 0 7:45 AM 26 48 6 0 3 52 2 0 1 4 35 0 15 8 0 0 200 0 0 0 0 8:00 AM 18 44 9 0 2 43 1 0 0 7 23 0 11 1 2 0 161 0 0 0 0 8:15 AM 16 45 9 0 3 29 0 0 0 3 22 0 8 2 0 0 137 0 0 0 0 8:30 AM 12 16 2 0 1 48 2 0 1 8 30 0 14 0 1 0 135 0 0 1 0 8:45 AM 14 43 10 0 1 37 0 0 0 8 35 0 14 5 0 0 167 0 0 1 0 Total Survey 127 293 51 0 14 386 6 0 5 47 299 0 115 23 3 0 1,369 0 0 3 0 Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Pedestrians Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Total Crosswalk In Out Total Bikes In Out Total Bikes In Out Total Bikes In Out Total Bikes North South East West Volume 257 465 722 0 243 158 401 0 197 95 292 0 82 61 143 0 779 0 0 0 0 %HV 10.1%4.1%1.5%2.4%5.3% PHF 0.80 0.77 0.69 0.82 0.92 Tuesday, April 23, 2019 By Approach Clay Carney (503) 833-2740 3 25 169 2 14 66 2777 230 94 0 0 0 0 153 257465 InOut 158243 OutIn 197In 95Out Out61 In82 0. 8 0 PH F 10 . 1 % HV 0.82PHF 2.4%HV 0.69PHF 1.5%HV 0. 7 7 PH F 4. 1 % HV Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Total L T R L T R L T R L T R Volume 77 153 27 9 230 4 3 25 169 66 14 2 779 %HV 14.3% 9.2% 3.7% 11.1% 3.5% 25.0% 33.3% 4.0% 0.6% 1.5% 7.1% 0.0%5.3% PHF 0.74 0.80 0.75 0.75 0.76 0.50 0.75 0.89 0.67 0.72 0.44 0.25 0.92 Rolling Hour Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 7:00 AM 67 145 21 0 7 229 3 0 4 21 189 0 68 15 0 0 769 0 0 1 0 7:15 AM 77 153 27 0 9 230 4 0 3 25 169 0 66 14 2 0 779 0 0 0 0 7:30 AM 77 167 29 0 11 200 3 0 2 21 128 0 51 14 2 0 705 0 0 0 0 7:45 AM 72 153 26 0 9 172 5 0 2 22 110 0 48 11 3 0 633 0 0 1 0 8:00 AM 60 148 30 0 7 157 3 0 1 26 110 0 47 8 3 0 600 0 0 2 0 4.1%10.1% By Movement Total TotalTotalTotal 257 0.80 0.82 82 0.69 197 0.77 243 2.4%1.5% Heavy Vehicle Summary Broadmoor Blvd & Burns Rd 7:00 AM to 9:00 AM Heavy Vehicle 15-Minute Interval Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Start Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Interval Time L T R Total L T R Total L T R Total L T R Total Total 7:00 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 7:15 AM 1 4 1 6 0 4 0 4 0 0 0 0 1 0 0 1 11 7:30 AM 2 4 0 6 1 2 0 3 0 0 1 1 0 1 0 1 11 7:45 AM 6 2 0 8 0 0 0 0 1 0 0 1 0 0 0 0 9 8:00 AM 2 4 0 6 0 2 1 3 0 1 0 1 0 0 0 0 10 8:15 AM 2 5 1 8 1 0 0 1 0 0 2 2 0 0 0 0 11 8:30 AM 1 3 0 4 0 2 0 2 0 1 2 3 1 0 0 1 10 8:45 AM 0 2 0 2 0 2 0 2 0 0 2 2 3 1 0 4 10 Total Survey 14 24 2 40 2 13 1 16 1 2 7 10 5 2 0 7 73 Heavy Vehicle Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd In Out Total In Out Total In Out Total In Out Total Volume 26 10 36 10 15 25 3 13 16 2 3 5 41 PHF 0.30 0.31 0.11 0.10 0.33 By Approach Total Tuesday, April 23, 2019 1 1 1 0 1 1 111 8 11 14 2610 InOut 1510 OutIn 3In 13Out Peak Hour Summary 7:15 AM to 8:15 AM Clay Carney (503) 833-2740 Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd L T R Total L T R Total L T R Total L T R Total Volume 11 14 1 26 1 8 1 10 1 1 1 3 1 1 0 2 41 PHF 0.28 0.29 0.25 0.30 0.25 0.29 0.25 0.31 0.25 0.13 0.04 0.11 0.06 0.25 0.00 0.10 0.33 Heavy Vehicle Rolling Hour Summary 7:00 AM to 9:00 AM Interval Start Interval Time L T R Total L T R Total L T R Total L T R Total Total 7:00 AM 9 10 1 20 1 7 0 8 1 0 1 2 1 1 0 2 32 7:15 AM 11 14 1 26 1 8 1 10 1 1 1 3 1 1 0 2 41 7:30 AM 12 15 1 28 2 4 1 7 1 1 3 5 0 1 0 1 41 7:45 AM 11 14 1 26 1 4 1 6 1 2 4 7 1 0 0 1 40 8:00 AM 5 14 1 20 1 6 1 8 0 2 6 8 4 1 0 5 41 Burns Rd Westbound Broadmoor Blvd Broadmoor Blvd Burns Rd Northbound Southbound Eastbound By Movement Total 1 1 1 0 1 1 111 8 11 14 2610 InOut 1510 OutIn 3In 13Out Peak Hour Summary 7:15 AM to 8:15 AM Clay Carney (503) 833-2740 Peak Hour Summary 7:15 AM to 8:15 AM Tuesday, April 23, 2019 243 158 4 230 9 2 0 95 14 82 0 66 0 0 Broadmoor Blvd & Burns Rd Br o a d m o o r B l v d Burns Rd 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 Pe d s 0 3 0 197 25 61 0 169 77 153 27 465 257 Count Period: 7:00 AM to 9:00 AM 197 82WB0.82 2.4% EB 0.69 1.5% 0 Br o a d m o o r B l v d NB 0.80 10.1% 257 SB 0.77 4.1% Intersection 0.92 5.3% 243 779 Burns Rd Approach HV%PHF Volume 0 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 0 Bikes 0Peds Pe d s 0 0Bikes Total Vehicle Summary Broadmoor Blvd & Burns Rd 4:00 PM to 6:00 PM 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 4:00 PM 32 36 11 0 1 51 1 0 4 5 28 0 5 5 2 0 181 0 0 0 0 4:15 PM 30 44 18 0 1 47 3 0 1 1 18 0 10 3 2 0 178 0 0 0 0 4:30 PM 36 50 15 1 0 39 1 0 1 5 28 0 8 10 0 0 193 0 2 0 0 4:45 PM 51 47 16 0 0 42 0 0 0 7 41 0 5 4 3 0 216 0 0 2 0 5:00 PM 47 50 16 0 0 40 3 0 0 7 24 0 4 10 0 0 201 0 0 2 0 5:15 PM 52 43 21 0 3 54 0 0 2 7 23 0 9 4 2 0 220 0 0 0 0 5:30 PM 27 48 10 0 0 37 0 0 1 10 23 0 6 6 2 0 170 0 0 0 0 5:45 PM 31 50 10 0 0 39 0 0 0 4 27 0 7 8 1 0 177 0 0 0 0 Total Survey 306 368 117 1 5 349 8 0 9 46 212 0 54 50 12 0 1,536 0 2 4 0 Peak Hour Summary 4:30 PM to 5:30 PM Northbound Southbound Eastbound Westbound Pedestrians Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Total Crosswalk In Out Total Bikes In Out Total Bikes In Out Total Bikes In Out Total Bikes North South East West Volume 444 317 761 1 182 198 380 0 145 218 363 0 59 97 156 0 830 0 2 4 0 %HV 1.8%3.3%4.8%3.4%2.8% PHF 0.96 0.80 0.76 0.82 0.94 Tuesday, April 23, 2019 By Approach Clay Carney (503) 833-2740 3 26 116 5 28 26 68186 175 34 0 2 0 4 190 444317 InOut 198182 OutIn 145In 218Out Out97 In59 0. 9 6 PH F 1. 8 % HV 0.82PHF 3.4%HV 0.76PHF 4.8%HV 0. 8 0 PH F 3. 3 % HV Peak Hour Summary 4:30 PM to 5:30 PM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Total L T R L T R L T R L T R Volume 186 190 68 3 175 4 3 26 116 26 28 5 830 %HV 1.1% 2.1% 2.9% 0.0% 3.4% 0.0% 0.0% 7.7% 4.3% 3.8% 3.6% 0.0%2.8% PHF 0.89 0.95 0.81 0.25 0.81 0.33 0.38 0.93 0.71 0.72 0.70 0.42 0.94 Rolling Hour Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 4:00 PM 149 177 60 1 2 179 5 0 6 18 115 0 28 22 7 0 768 0 2 2 0 4:15 PM 164 191 65 1 1 168 7 0 2 20 111 0 27 27 5 0 788 0 2 4 0 4:30 PM 186 190 68 1 3 175 4 0 3 26 116 0 26 28 5 0 830 0 2 4 0 4:45 PM 177 188 63 0 3 173 3 0 3 31 111 0 24 24 7 0 807 0 0 4 0 5:00 PM 157 191 57 0 3 170 3 0 3 28 97 0 26 28 5 0 768 0 0 2 0 3.3%1.8% By Movement Total TotalTotalTotal 444 0.96 0.82 59 0.76 145 0.80 182 3.4%4.8% Heavy Vehicle Summary Broadmoor Blvd & Burns Rd 4:00 PM to 6:00 PM Heavy Vehicle 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Start Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd Interval Time L T R Total L T R Total L T R Total L T R Total Total 4:00 PM 1 1 1 3 0 3 1 4 3 0 4 7 0 1 0 1 15 4:15 PM 0 3 1 4 0 3 1 4 1 0 3 4 0 0 0 0 12 4:30 PM 0 2 1 3 0 3 0 3 0 0 1 1 0 0 0 0 7 4:45 PM 1 1 1 3 0 0 0 0 0 1 1 2 0 1 0 1 6 5:00 PM 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 2 5:15 PM 1 1 0 2 0 3 0 3 0 0 2 2 1 0 0 1 8 5:30 PM 0 1 0 1 0 1 0 1 0 2 0 2 0 1 0 1 5 5:45 PM 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Total Survey 3 11 4 18 0 13 2 15 4 4 12 20 1 3 0 4 57 Heavy Vehicle Peak Hour Summary 4:30 PM to 5:30 PM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd In Out Total In Out Total In Out Total In Out Total Volume 8 12 20 6 4 10 7 3 10 2 4 6 23 PHF 0.20 0.14 0.15 0.25 0.17 By Approach Total Tuesday, April 23, 2019 0 2 5 0 1 1 22 6 00 4 812 InOut 46 OutIn 7In 3Out Peak Hour Summary 4:30 PM to 5:30 PM Clay Carney (503) 833-2740 Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Burns Rd Burns Rd L T R Total L T R Total L T R Total L T R Total Volume 2 4 2 8 0 6 0 6 0 2 5 7 1 1 0 2 23 PHF 0.25 0.17 0.17 0.20 0.00 0.17 0.00 0.14 0.00 0.17 0.16 0.15 0.25 0.25 0.00 0.25 0.17 Heavy Vehicle Rolling Hour Summary 4:00 PM to 6:00 PM Interval Start Interval Time L T R Total L T R Total L T R Total L T R Total Total 4:00 PM 2 7 4 13 0 9 2 11 4 1 9 14 0 2 0 2 40 4:15 PM 1 6 3 10 0 6 1 7 1 2 6 9 0 1 0 1 27 4:30 PM 2 4 2 8 0 6 0 6 0 2 5 7 1 1 0 2 23 4:45 PM 2 3 1 6 0 4 0 4 0 4 4 8 1 2 0 3 21 5:00 PM 1 4 0 5 0 4 0 4 0 3 3 6 1 1 0 2 17 Burns Rd Westbound Broadmoor Blvd Broadmoor Blvd Burns Rd Northbound Southbound Eastbound By Movement Total 0 2 5 0 1 1 22 6 00 4 812 InOut 46 OutIn 7In 3Out Peak Hour Summary 4:30 PM to 5:30 PM Clay Carney (503) 833-2740 Peak Hour Summary 4:30 PM to 5:30 PM Tuesday, April 23, 2019 182 198 4 175 3 5 0 218 28 59 0 26 0 0 Broadmoor Blvd & Burns Rd Br o a d m o o r B l v d Burns Rd 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 Pe d s 4 3 0 145 26 97 0 116 186 190 68 317 444 Count Period: 4:00 PM to 6:00 PM 145 59WB0.82 3.4% EB 0.76 4.8% 0 Br o a d m o o r B l v d NB 0.96 1.8% 444 SB 0.80 3.3% Intersection 0.94 2.8% 182 830 Burns Rd Approach HV%PHF Volume 0 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 1 Bikes 2Peds Pe d s 4 0Bikes Total Vehicle Summary Broadmoor Blvd & Sandifur Pkwy 7:00 AM to 9:00 AM 15-Minute Interval Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Interval Crosswalk Time T R Bikes L T Bikes Bikes L R Bikes Total North South East West 7:00 AM 49 38 0 6 114 0 0 140 2 0 349 0 0 0 0 7:15 AM 70 64 0 4 183 0 0 220 3 0 544 0 0 1 0 7:30 AM 76 98 0 5 184 0 0 212 4 0 579 0 0 1 0 7:45 AM 96 115 0 7 124 0 0 191 9 0 542 0 0 1 0 8:00 AM 99 108 1 11 103 0 0 110 11 0 442 0 0 0 0 8:15 AM 103 90 1 18 100 0 0 121 21 1 453 0 0 0 0 8:30 AM 35 97 0 6 100 1 0 140 10 0 388 0 0 0 0 8:45 AM 55 128 0 7 87 0 0 136 3 0 416 0 0 0 0 Total Survey 583 738 2 64 995 1 0 1,270 63 1 3,713 0 0 3 0 Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Pedestrians Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Total Crosswalk In Out Total Bikes In Out Total Bikes In Out Total Bikes In Out Total Bikes North South East West Volume 726 1,327 2,053 1 621 368 989 0 0 0 0 0 760 412 1,172 0 2,107 0 0 3 0 %HV 6.2%3.2%0.0%1.7%3.7% PHF 0.86 0.82 0.00 0.85 0.91 Tuesday, April 23, 2019 By Approach Clay Carney (503) 833-2740 27 733 385 594 27 0 0 0 3 341 7261,327 InOut 368621 OutIn 0In 0Out Out412 In760 0. 8 6 PH F 6. 2 % HV 0.85PHF 1.7%HV 0.00PHF 0.0%HV 0. 8 2 PH F 3. 2 % HV Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Total T R L T L R Volume 341 385 27 594 733 27 2,107 %HV NA 9.7% 3.1% 3.7% 3.2% NA NA NA NA 1.6% NA 3.7%3.7% PHF 0.86 0.84 0.61 0.81 0.83 0.61 0.91 Rolling Hour Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Interval Crosswalk Time T R Bikes L T Bikes Bikes L R Bikes Total North South East West 7:00 AM 291 315 0 22 605 0 0 763 18 0 2,014 0 0 3 0 7:15 AM 341 385 1 27 594 0 0 733 27 0 2,107 0 0 3 0 7:30 AM 374 411 2 41 511 0 0 634 45 1 2,016 0 0 2 0 7:45 AM 333 410 2 42 427 1 0 562 51 1 1,825 0 0 1 0 8:00 AM 292 423 2 42 390 1 0 507 45 1 1,699 0 0 0 0 3.2%6.2% By Movement Total TotalTotalTotal 726 0.86 0.85 760 0.00 0 0.82 621 1.7%0.0% Heavy Vehicle Summary Broadmoor Blvd & Sandifur Pkwy 7:00 AM to 9:00 AM Heavy Vehicle 15-Minute Interval Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Start Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Interval Time T R Total L T Total Total L R Total Total 7:00 AM 0 2 2 0 3 3 0 5 0 5 10 7:15 AM 5 4 9 0 5 5 0 5 0 5 19 7:30 AM 6 0 6 0 4 4 0 3 0 3 13 7:45 AM 11 6 17 1 2 3 0 2 0 2 22 8:00 AM 11 2 13 0 8 8 0 2 1 3 24 8:15 AM 7 4 11 0 2 2 0 9 0 9 22 8:30 AM 1 2 3 0 3 3 0 6 0 6 12 8:45 AM 3 6 9 0 7 7 0 6 0 6 22 Total Survey 44 26 70 1 34 35 0 38 1 39 144 Heavy Vehicle Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy In Out Total In Out Total In Out Total In Out Total Volume 45 31 76 20 34 54 0 0 0 13 13 26 78 PHF 0.27 0.33 0.00 0.15 0.29 By Approach Total Tuesday, April 23, 2019 1 12 12 19 1 33 4531 InOut 3420 OutIn 0In 0Out Peak Hour Summary 7:15 AM to 8:15 AM Clay Carney (503) 833-2740 Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy T R Total L T Total Total L R Total Volume 33 12 45 1 19 20 0 12 1 13 78 PHF 0.28 0.25 0.27 0.25 0.34 0.33 0.00 0.14 0.25 0.15 0.29 Heavy Vehicle Rolling Hour Summary 7:00 AM to 9:00 AM Interval Start Interval Time T R Total L T Total Total L R Total Total 7:00 AM 22 12 34 1 14 15 0 15 0 15 64 7:15 AM 33 12 45 1 19 20 0 12 1 13 78 7:30 AM 35 12 47 1 16 17 0 16 1 17 81 7:45 AM 30 14 44 1 15 16 0 19 1 20 80 8:00 AM 22 14 36 0 20 20 0 23 1 24 80 Sandifur Pkwy Westbound Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Northbound Southbound Eastbound By Movement Total 1 12 12 19 1 33 4531 InOut 3420 OutIn 0In 0Out Peak Hour Summary 7:15 AM to 8:15 AM Clay Carney (503) 833-2740 Peak Hour Summary 7:15 AM to 8:15 AM Tuesday, April 23, 2019 621 368 594 27 27 0 760 0 733 0 0 Broadmoor Blvd & Sandifur Pkwy Br o a d m o o r B l v d 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 Pe d s 3 0 412 0 341 385 1327 726 Count Period: 7:00 AM to 9:00 AM 0 760WB0.85 1.7% EB 0.00 0.0% 0 Br o a d m o o r B l v d NB 0.86 6.2% 726 SB 0.82 3.2% Intersection 0.91 3.7% 621 2,107 Sandifur Pkwy Approach HV%PHF Volume 0 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 1 Bikes 0Peds Pe d s 3 0Bikes Total Vehicle Summary Broadmoor Blvd & Sandifur Pkwy 4:00 PM to 6:00 PM 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Interval Crosswalk Time T R Bikes L T Bikes Bikes L R Bikes Total North South East West 4:00 PM 100 179 0 8 103 0 0 193 11 0 594 0 1 0 0 4:15 PM 111 172 0 4 81 0 0 156 7 0 531 0 0 0 0 4:30 PM 113 161 0 6 89 0 0 150 5 0 524 0 0 0 0 4:45 PM 111 199 0 7 87 0 0 161 17 0 582 0 0 0 0 5:00 PM 124 207 0 9 75 0 0 208 9 0 632 0 0 0 0 5:15 PM 135 245 1 11 94 0 0 169 7 0 661 0 0 0 0 5:30 PM 105 218 0 7 77 0 0 176 6 0 589 0 0 0 0 5:45 PM 99 212 0 4 85 0 0 148 11 0 559 0 0 0 0 Total Survey 898 1,593 1 56 691 0 0 1,361 73 0 4,672 0 1 0 0 Peak Hour Summary 4:45 PM to 5:45 PM Northbound Southbound Eastbound Westbound Pedestrians Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Total Crosswalk In Out Total Bikes In Out Total Bikes In Out Total Bikes In Out Total Bikes North South East West Volume 1,344 1,047 2,391 1 367 514 881 0 0 0 0 0 753 903 1,656 0 2,464 0 0 0 0 %HV 1.2% 1.9% 0.0% 0.8% 1.2% PHF 0.88 0.87 0.00 0.87 0.93 Tuesday, April 23, 2019 By Approach Clay Carney (503) 833-2740 39 714 869 333 34 0 0 0 0 475 1,3441,047 InOut 514367 OutIn 0In 0Out Out903 In753 0. 8 8 PH F 1. 2 % HV 0.87PHF 0.8%HV 0.00PHF 0.0%HV 0. 8 7 PH F 1. 9 % HV Peak Hour Summary 4:45 PM to 5:45 PM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Total T R L T L R Volume 475 869 34 333 714 39 2,464 %HV NA 1.3% 1.2% 0.0% 2.1% NA NA NA NA 0.7% NA 2.6% 1.2% PHF 0.88 0.89 0.77 0.89 0.86 0.57 0.93 Rolling Hour Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Interval Crosswalk Time T R Bikes L T Bikes Bikes L R Bikes Total North South East West 4:00 PM 435 711 0 25 360 0 0 660 40 0 2,231 0 1 0 0 4:15 PM 459 739 0 26 332 0 0 675 38 0 2,269 0 0 0 0 4:30 PM 483 812 1 33 345 0 0 688 38 0 2,399 0 0 0 0 4:45 PM 475 869 1 34 333 0 0 714 39 0 2,464 0 0 0 0 5:00 PM 463 882 1 31 331 0 0 701 33 0 2,441 0 0 0 0 1.9%1.2% By Movement Total TotalTotalTotal 1,344 0.88 0.87 753 0.00 0 0.87 367 0.8%0.0% Heavy Vehicle Summary Broadmoor Blvd & Sandifur Pkwy 4:00 PM to 6:00 PM Heavy Vehicle 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Start Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy Interval Time T R Total L T Total Total L R Total Total 4:00 PM 2 6 8 0 7 7 0 6 1 7 22 4:15 PM 3 5 8 0 5 5 0 2 0 2 15 4:30 PM 3 1 4 0 4 4 0 2 0 2 10 4:45 PM 1 4 5 0 1 1 0 2 1 3 9 5:00 PM 1 3 4 0 1 1 0 0 0 0 5 5:15 PM 2 1 3 0 4 4 0 3 0 3 10 5:30 PM 2 2 4 0 1 1 0 0 0 0 5 5:45 PM 3 2 5 0 0 0 0 1 0 1 6 Total Survey 17 24 41 0 23 23 0 16 2 18 82 Heavy Vehicle Peak Hour Summary 4:45 PM to 5:45 PM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy In Out Total In Out Total In Out Total In Out Total Volume 16 12 28 7 7 14 0 0 0 6 10 16 29 PHF 0.20 0.11 0.00 0.14 0.15 By Approach Total Tuesday, April 23, 2019 1 5 10 7 0 6 1612 InOut 77 OutIn 0In 0Out Peak Hour Summary 4:45 PM to 5:45 PM Clay Carney (503) 833-2740 Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Sandifur Pkwy T R Total L T Total Total L R Total Volume 6 10 16 0 7 7 0 5 1 6 29 PHF 0.19 0.21 0.20 0.00 0.11 0.11 0.00 0.13 0.25 0.14 0.15 Heavy Vehicle Rolling Hour Summary 4:00 PM to 6:00 PM Interval Start Interval Time T R Total L T Total Total L R Total Total 4:00 PM 9 16 25 0 17 17 0 12 2 14 56 4:15 PM 8 13 21 0 11 11 0 6 1 7 39 4:30 PM 7 9 16 0 10 10 0 7 1 8 34 4:45 PM 6 10 16 0 7 7 0 5 1 6 29 5:00 PM 8 8 16 0 6 6 0 4 0 4 26 Sandifur Pkwy Westbound Broadmoor Blvd Broadmoor Blvd Sandifur Pkwy Northbound Southbound Eastbound By Movement Total 1 5 10 7 0 6 1612 InOut 77 OutIn 0In 0Out Peak Hour Summary 4:45 PM to 5:45 PM Clay Carney (503) 833-2740 Peak Hour Summary 4:45 PM to 5:45 PM Tuesday, April 23, 2019 367 514 333 34 39 0 753 0 714 0 0 Broadmoor Blvd & Sandifur Pkwy Br o a d m o o r B l v d 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 Pe d s 0 0 903 0 475 869 1047 1344 Count Period: 4:00 PM to 6:00 PM 0 753WB0.87 0.8% EB 0.00 0.0% 0 Br o a d m o o r B l v d NB 0.88 1.2% 1,344 SB 0.87 1.9% Intersection 0.93 1.2% 367 2,464 Sandifur Pkwy Approach HV%PHF Volume 0 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 1 Bikes 0Peds Pe d s 0 0Bikes Total Vehicle Summary Broadmoor Blvd & I-182 WB Ramps 7:00 AM to 9:00 AM 15-Minute Interval Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 7:00 AM 0 79 101 0 0 118 143 0 0 0 0 0 32 0 21 0 494 0 0 0 0 7:15 AM 0 133 131 0 0 213 175 0 0 0 0 0 56 0 34 0 742 0 0 0 0 7:30 AM 0 145 179 0 0 147 247 0 0 0 0 0 61 0 39 0 818 0 0 0 0 7:45 AM 0 196 151 0 0 98 245 0 0 0 0 0 45 0 57 0 792 0 0 0 0 8:00 AM 0 192 99 0 0 80 144 1 0 0 0 0 39 0 45 0 599 0 0 0 0 8:15 AM 0 153 88 1 0 76 152 0 0 0 0 0 45 0 68 0 582 0 0 1 0 8:30 AM 0 110 118 0 0 77 164 0 0 0 0 0 29 0 37 0 535 0 0 0 0 8:45 AM 0 180 117 0 0 85 156 0 0 0 0 0 15 0 36 0 589 0 0 0 0 Total Survey 0 1,188 984 1 0 894 1,426 1 0 0 0 0 322 0 337 0 5,151 0 0 1 0 Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Pedestrians Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Total Crosswalk In Out Total Bikes In Out Total Bikes In Out Total Bikes In Out Total Bikes North South East West Volume 1,226 739 1,965 0 1,349 841 2,190 1 0 811 811 0 376 560 936 0 2,951 0 0 0 0 %HV 4.8% 3.1% 0.0% 6.9% 4.3% PHF 0.88 0.86 0.00 0.92 0.90 Tuesday, April 23, 2019 By Approach Clay Carney (503) 833-2740 0 0 0 175 0 201 5600 538 0811 0 0 0 0 666 1,226739 InOut 8411,349 OutIn 0In 811Out Out560 In376 0. 8 8 PH F 4. 8 % HV 0.92PHF 6.9%HV 0.00PHF 0.0%HV 0. 8 6 PH F 3. 1 % HV Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Total L T R L T R L T R L T R Volume 0 666 560 0 538 811 0 0 0 201 0 175 2,951 %HV 0.0% 8.3% 0.7% 0.0% 5.0% 1.8% 0.0% 0.0% 0.0% 6.0% 0.0% 8.0% 4.3% PHF 0.00 0.85 0.78 0.00 0.63 0.82 0.00 0.00 0.00 0.82 0.00 0.77 0.90 Rolling Hour Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 7:00 AM 0 553 562 0 0 576 810 0 0 0 0 0 194 0 151 0 2,846 0 0 0 0 7:15 AM 0 666 560 0 0 538 811 1 0 0 0 0 201 0 175 0 2,951 0 0 0 0 7:30 AM 0 686 517 1 0 401 788 1 0 0 0 0 190 0 209 0 2,791 0 0 1 0 7:45 AM 0 651 456 1 0 331 705 1 0 0 0 0 158 0 207 0 2,508 0 0 1 0 8:00 AM 0 635 422 1 0 318 616 1 0 0 0 0 128 0 186 0 2,305 0 0 1 0 3.1%4.8% By Movement Total TotalTotalTotal 1,226 0.88 0.92 376 0.00 0 0.86 1,349 6.9%0.0% Heavy Vehicle Summary Broadmoor Blvd & I-182 WB Ramps 7:00 AM to 9:00 AM Heavy Vehicle 15-Minute Interval Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Start Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Interval Time L T R Total L T R Total L T R Total L T R Total Total 7:00 AM 0 3 0 3 0 10 4 14 0 0 0 0 3 0 4 7 24 7:15 AM 0 13 1 14 0 5 4 9 0 0 0 0 2 0 3 5 28 7:30 AM 0 9 1 10 0 8 4 12 0 0 0 0 5 0 4 9 31 7:45 AM 0 17 1 18 0 4 3 7 0 0 0 0 1 0 4 5 30 8:00 AM 0 16 1 17 0 10 4 14 0 0 0 0 4 0 3 7 38 8:15 AM 0 9 4 13 0 9 2 11 0 0 0 0 7 0 10 17 41 8:30 AM 0 7 3 10 0 9 7 16 0 0 0 0 0 0 3 3 29 8:45 AM 0 12 1 13 0 11 8 19 0 0 0 0 0 0 0 0 32 Total Survey 0 86 12 98 0 66 36 102 0 0 0 0 22 0 31 53 253 Heavy Vehicle Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps In Out Total In Out Total In Out Total In Out Total Volume 59 39 98 42 69 111 0 15 15 26 4 30 127 PHF 0.31 0.23 0.00 0.22 0.29 By Approach Total Tuesday, April 23, 2019 0 0 0 14 0 12 40 27 015 55 5939 InOut 6942 OutIn 0In 15Out Peak Hour Summary 7:15 AM to 8:15 AM Clay Carney (503) 833-2740 Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps L T R Total L T R Total L T R Total L T R Total Volume 0 55 4 59 0 27 15 42 0 0 0 0 12 0 14 26 127 PHF 0.00 0.33 0.13 0.31 0.00 0.23 0.22 0.23 0.00 0.00 0.00 0.00 0.25 0.00 0.21 0.22 0.29 Heavy Vehicle Rolling Hour Summary 7:00 AM to 9:00 AM Interval Start Interval Time L T R Total L T R Total L T R Total L T R Total Total 7:00 AM 0 42 3 45 0 27 15 42 0 0 0 0 11 0 15 26 113 7:15 AM 0 55 4 59 0 27 15 42 0 0 0 0 12 0 14 26 127 7:30 AM 0 51 7 58 0 31 13 44 0 0 0 0 17 0 21 38 140 7:45 AM 0 49 9 58 0 32 16 48 0 0 0 0 12 0 20 32 138 8:00 AM 0 44 9 53 0 39 21 60 0 0 0 0 11 0 16 27 140 I-182 WB Ramps Westbound Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps Northbound Southbound Eastbound By Movement Total 0 0 0 14 0 12 40 27 015 55 5939 InOut 6942 OutIn 0In 15Out Peak Hour Summary 7:15 AM to 8:15 AM Clay Carney (503) 833-2740 Peak Hour Summary 7:15 AM to 8:15 AM Tuesday, April 23, 2019 1349 841 811 538 0 175 0 811 0 376 0 201 0 0 Broadmoor Blvd & I-182 WB Ramps Br o a d m o o r B l v d I-182 WB Ramps 0Bikes 1 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 Pe d s 0 0 0 0 0 560 0 0 0 666 560 739 1226 Count Period: 7:00 AM to 9:00 AM 0 376WB0.92 6.9% EB 0.00 0.0% 0 Br o a d m o o r B l v d NB 0.88 4.8% 1,226 SB 0.86 3.1% Intersection 0.90 4.3% 1,349 2,951 I-182 WB Ramps Approach HV%PHF Volume 0 0Bikes 1 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 0 Bikes 0Peds Pe d s 0 0Bikes Total Vehicle Summary Broadmoor Blvd & I-182 WB Ramps 4:00 PM to 6:00 PM 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 4:00 PM 0 233 94 0 0 128 179 0 0 0 0 0 74 0 50 0 758 0 0 0 0 4:15 PM 0 250 89 0 0 107 128 0 0 0 0 0 63 0 39 0 676 0 0 0 0 4:30 PM 0 258 74 0 0 102 153 0 0 0 0 0 76 0 43 0 706 0 0 0 0 4:45 PM 0 291 78 0 0 99 154 0 0 0 0 0 78 0 61 0 761 0 0 0 0 5:00 PM 0 281 93 0 0 114 173 0 0 0 0 0 64 2 41 0 768 0 0 0 0 5:15 PM 0 325 89 0 0 99 183 0 0 0 0 0 84 0 52 0 832 0 0 0 0 5:30 PM 0 273 97 0 0 105 153 0 0 0 0 0 68 0 45 0 741 0 0 0 0 5:45 PM 1 268 89 0 0 88 145 0 0 0 0 0 81 0 41 0 713 0 0 0 0 Total Survey 1 2,179 703 0 0 842 1,268 0 0 0 0 0 588 2 372 0 5,955 0 0 0 0 Peak Hour Summary 4:45 PM to 5:45 PM Northbound Southbound Eastbound Westbound Pedestrians Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Total Crosswalk In Out Total Bikes In Out Total Bikes In Out Total Bikes In Out Total Bikes North South East West Volume 1,527 711 2,238 0 1,080 1,369 2,449 0 0 665 665 0 495 357 852 0 3,102 0 0 0 0 %HV 1.3% 1.0% 0.0% 1.2% 1.2% PHF 0.92 0.94 0.00 0.89 0.93 Tuesday, April 23, 2019 By Approach Clay Carney (503) 833-2740 0 0 0 199 2 294 3570 417 0663 0 0 0 0 1,170 1,527711 InOut 1,3691,080 OutIn 0In 665Out Out357 In495 0. 9 2 PH F 1. 3 % HV 0.89PHF 1.2%HV 0.00PHF 0.0%HV 0. 9 4 PH F 1. 0 % HV Peak Hour Summary 4:45 PM to 5:45 PM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Total L T R L T R L T R L T R Volume 0 1,170 357 0 417 663 0 0 0 294 2 199 3,102 %HV 0.0% 1.3% 1.4% 0.0% 0.7% 1.2% 0.0% 0.0% 0.0% 1.0% 0.0% 1.5% 1.2% PHF 0.00 0.90 0.92 0.00 0.91 0.91 0.00 0.00 0.00 0.88 0.25 0.82 0.93 Rolling Hour Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 4:00 PM 0 1,032 335 0 0 436 614 0 0 0 0 0 291 0 193 0 2,901 0 0 0 0 4:15 PM 0 1,080 334 0 0 422 608 0 0 0 0 0 281 2 184 0 2,911 0 0 0 0 4:30 PM 0 1,155 334 0 0 414 663 0 0 0 0 0 302 2 197 0 3,067 0 0 0 0 4:45 PM 0 1,170 357 0 0 417 663 0 0 0 0 0 294 2 199 0 3,102 0 0 0 0 5:00 PM 1 1,147 368 0 0 406 654 0 0 0 0 0 297 2 179 0 3,054 0 0 0 0 1.0%1.3% By Movement Total TotalTotalTotal 1,527 0.92 0.89 495 0.00 0 0.94 1,080 1.2%0.0% Heavy Vehicle Summary Broadmoor Blvd & I-182 WB Ramps 4:00 PM to 6:00 PM Heavy Vehicle 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Start Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps Interval Time L T R Total L T R Total L T R Total L T R Total Total 4:00 PM 0 6 2 8 0 13 3 16 0 0 0 0 1 0 0 1 25 4:15 PM 0 5 1 6 0 5 2 7 0 0 0 0 0 0 1 1 14 4:30 PM 0 3 1 4 0 3 3 6 0 0 0 0 1 0 1 2 12 4:45 PM 0 5 1 6 0 1 4 5 0 0 0 0 2 0 1 3 14 5:00 PM 0 4 0 4 0 1 0 1 0 0 0 0 1 0 1 2 7 5:15 PM 0 2 3 5 0 1 3 4 0 0 0 0 0 0 1 1 10 5:30 PM 0 4 1 5 0 0 1 1 0 0 0 0 0 0 0 0 6 5:45 PM 0 3 0 3 0 0 2 2 0 0 0 0 0 0 0 0 5 Total Survey 0 32 9 41 0 24 18 42 0 0 0 0 5 0 5 10 93 Heavy Vehicle Peak Hour Summary 4:45 PM to 5:45 PM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps In Out Total In Out Total In Out Total In Out Total Volume 20 6 26 11 18 29 0 8 8 6 5 11 37 PHF 0.28 0.09 0.00 0.21 0.18 By Approach Total Tuesday, April 23, 2019 0 0 0 3 0 3 50 3 08 15 206 InOut 1811 OutIn 0In 8Out Peak Hour Summary 4:45 PM to 5:45 PM Clay Carney (503) 833-2740 Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps I-182 WB Ramps L T R Total L T R Total L T R Total L T R Total Volume 0 15 5 20 0 3 8 11 0 0 0 0 3 0 3 6 37 PHF 0.00 0.27 0.31 0.28 0.00 0.04 0.22 0.09 0.00 0.00 0.00 0.00 0.19 0.00 0.25 0.21 0.18 Heavy Vehicle Rolling Hour Summary 4:00 PM to 6:00 PM Interval Start Interval Time L T R Total L T R Total L T R Total L T R Total Total 4:00 PM 0 19 5 24 0 22 12 34 0 0 0 0 4 0 3 7 65 4:15 PM 0 17 3 20 0 10 9 19 0 0 0 0 4 0 4 8 47 4:30 PM 0 14 5 19 0 6 10 16 0 0 0 0 4 0 4 8 43 4:45 PM 0 15 5 20 0 3 8 11 0 0 0 0 3 0 3 6 37 5:00 PM 0 13 4 17 0 2 6 8 0 0 0 0 1 0 2 3 28 I-182 WB Ramps Westbound Broadmoor Blvd Broadmoor Blvd I-182 WB Ramps Northbound Southbound Eastbound By Movement Total 0 0 0 3 0 3 50 3 08 15 206 InOut 1811 OutIn 0In 8Out Peak Hour Summary 4:45 PM to 5:45 PM Clay Carney (503) 833-2740 Peak Hour Summary 4:45 PM to 5:45 PM Tuesday, April 23, 2019 1080 1369 663 417 0 199 0 665 2 495 0 294 0 0 Broadmoor Blvd & I-182 WB Ramps Br o a d m o o r B l v d I-182 WB Ramps 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 Pe d s 0 0 0 0 0 357 0 0 0 1170 357 711 1527 Count Period: 4:00 PM to 6:00 PM 0 495WB0.89 1.2% EB 0.00 0.0% 0 Br o a d m o o r B l v d NB 0.92 1.3% 1,527 SB 0.94 1.0% Intersection 0.93 1.2% 1,080 3,102 I-182 WB Ramps Approach HV%PHF Volume 0 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 0 Bikes 0Peds Pe d s 0 0Bikes Total Vehicle Summary Broadmoor Blvd & I-182 EB Ramps 7:00 AM to 9:00 AM 15-Minute Interval Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 7:00 AM 0 123 66 0 43 108 0 0 63 0 85 0 0 0 0 0 488 0 0 1 0 7:15 AM 0 184 102 0 49 206 0 0 75 2 94 0 0 0 0 0 712 0 0 0 0 7:30 AM 0 251 105 0 63 144 0 0 81 0 76 0 0 0 0 0 720 0 0 0 0 7:45 AM 0 205 122 0 59 93 0 0 122 0 74 0 0 0 0 0 675 0 0 0 0 8:00 AM 0 136 54 0 47 75 0 0 140 0 57 0 0 0 0 0 509 0 0 0 0 8:15 AM 0 126 55 1 42 75 0 0 108 0 56 0 0 0 0 1 462 0 0 1 0 8:30 AM 0 153 62 0 37 69 0 0 87 0 45 0 0 0 0 0 453 0 0 0 0 8:45 AM 0 174 70 0 46 60 0 0 106 1 47 0 0 0 0 0 504 0 0 0 0 Total Survey 0 1,352 636 1 386 830 0 0 782 3 534 0 0 0 0 1 4,523 0 0 2 0 Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Pedestrians Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Total Crosswalk In Out Total Bikes In Out Total Bikes In Out Total Bikes In Out Total Bikes North South East West Volume 1,159 819 1,978 0 736 1,194 1,930 0 721 0 721 0 0 603 603 0 2,616 0 0 0 0 %HV 3.1%4.8%5.0%0.0%4.1% PHF 0.81 0.72 0.91 0.00 0.91 Tuesday, April 23, 2019 By Approach Clay Carney (503) 833-2740 418 2 301 0 0 0 3830 518 2180 0 0 0 0 776 1,159819 InOut 1,194736 OutIn 721In 0Out Out603 In0 0. 8 1 PH F 3. 1 % HV 0.00PHF 0.0%HV 0.91PHF 5.0%HV 0. 7 2 PH F 4. 8 % HV Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Total L T R L T R L T R L T R Volume 0 776 383 218 518 0 418 2 301 0 0 0 2,616 %HV 0.0% 3.9% 1.6% 5.5% 4.4% 0.0% 6.9% 0.0% 2.3% 0.0% 0.0% 0.0%4.1% PHF 0.00 0.77 0.78 0.87 0.63 0.00 0.75 0.25 0.80 0.00 0.00 0.00 0.91 Rolling Hour Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 7:00 AM 0 763 395 0 214 551 0 0 341 2 329 0 0 0 0 0 2,595 0 0 1 0 7:15 AM 0 776 383 0 218 518 0 0 418 2 301 0 0 0 0 0 2,616 0 0 0 0 7:30 AM 0 718 336 1 211 387 0 0 451 0 263 0 0 0 0 1 2,366 0 0 1 0 7:45 AM 0 620 293 1 185 312 0 0 457 0 232 0 0 0 0 1 2,099 0 0 1 0 8:00 AM 0 589 241 1 172 279 0 0 441 1 205 0 0 0 0 1 1,928 0 0 1 0 4.8%3.1% By Movement Total TotalTotalTotal 1,159 0.81 0.00 0 0.91 721 0.72 736 0.0%5.0% Heavy Vehicle Summary Broadmoor Blvd & I-182 EB Ramps 7:00 AM to 9:00 AM Heavy Vehicle 15-Minute Interval Summary 7:00 AM to 9:00 AM Interval Northbound Southbound Eastbound Westbound Start Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Interval Time L T R Total L T R Total L T R Total L T R Total Total 7:00 AM 0 1 2 3 2 13 0 15 2 0 3 5 0 0 0 0 23 7:15 AM 0 10 2 12 2 5 0 7 3 0 0 3 0 0 0 0 22 7:30 AM 0 6 0 6 1 8 0 9 4 0 1 5 0 0 0 0 20 7:45 AM 0 6 4 10 4 1 0 5 12 0 3 15 0 0 0 0 30 8:00 AM 0 8 0 8 5 9 0 14 10 0 3 13 0 0 0 0 35 8:15 AM 0 10 4 14 2 14 0 16 3 0 3 6 0 0 0 0 36 8:30 AM 0 4 5 9 4 8 0 12 6 0 2 8 0 0 0 0 29 8:45 AM 0 11 2 13 5 7 0 12 5 0 2 7 0 0 0 0 32 Total Survey 0 56 19 75 25 65 0 90 45 0 17 62 0 0 0 0 227 Heavy Vehicle Peak Hour Summary 7:15 AM to 8:15 AM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps In Out Total In Out Total In Out Total In Out Total Volume 36 30 66 35 59 94 36 0 36 0 18 18 107 PHF 0.25 0.21 0.26 0.00 0.26 By Approach Total Tuesday, April 23, 2019 29 0 7 0 0 0 60 23 120 30 3630 InOut 5935 OutIn 36In 0Out Peak Hour Summary 7:15 AM to 8:15 AM Clay Carney (503) 833-2740 Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps L T R Total L T R Total L T R Total L T R Total Volume 0 30 6 36 12 23 0 35 29 0 7 36 0 0 0 0 107 PHF 0.00 0.30 0.14 0.25 0.27 0.19 0.00 0.21 0.28 0.00 0.19 0.26 0.00 0.00 0.00 0.00 0.26 Heavy Vehicle Rolling Hour Summary 7:00 AM to 9:00 AM Interval Start Interval Time L T R Total L T R Total L T R Total L T R Total Total 7:00 AM 0 23 8 31 9 27 0 36 21 0 7 28 0 0 0 0 95 7:15 AM 0 30 6 36 12 23 0 35 29 0 7 36 0 0 0 0 107 7:30 AM 0 30 8 38 12 32 0 44 29 0 10 39 0 0 0 0 121 7:45 AM 0 28 13 41 15 32 0 47 31 0 11 42 0 0 0 0 130 8:00 AM 0 33 11 44 16 38 0 54 24 0 10 34 0 0 0 0 132 I-182 EB Ramps Westbound Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps Northbound Southbound Eastbound By Movement Total 29 0 7 0 0 0 60 23 120 30 3630 InOut 5935 OutIn 36In 0Out Peak Hour Summary 7:15 AM to 8:15 AM Clay Carney (503) 833-2740 Peak Hour Summary 7:15 AM to 8:15 AM Tuesday, April 23, 2019 736 1194 0 518 218 0 0 0 0 0 0 0 0 0 Broadmoor Blvd & I-182 EB Ramps Br o a d m o o r B l v d I-182 EB Ramps 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 Pe d s 0 418 0 721 2 603 0 301 0 776 383 819 1159 Count Period: 7:00 AM to 9:00 AM 721 0WB0.00 0.0% EB 0.91 5.0% 0 Br o a d m o o r B l v d NB 0.81 3.1% 1,159 SB 0.72 4.8% Intersection 0.91 4.1% 736 2,616 I-182 EB Ramps Approach HV%PHF Volume 0 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 0 Bikes 0Peds Pe d s 0 0Bikes Total Vehicle Summary Broadmoor Blvd & I-182 EB Ramps 4:00 PM to 6:00 PM 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 4:00 PM 0 142 56 0 55 152 0 0 180 1 155 0 0 0 0 0 741 0 0 0 0 4:15 PM 0 145 57 0 42 131 0 0 202 0 160 0 0 0 0 0 737 0 0 0 0 4:30 PM 0 125 60 0 39 137 0 0 209 0 140 0 0 0 0 0 710 0 0 0 0 4:45 PM 0 137 49 0 45 134 0 0 228 1 162 0 0 0 0 0 756 0 0 0 0 5:00 PM 0 165 65 0 46 119 0 0 227 0 181 0 0 0 0 0 803 0 0 0 0 5:15 PM 0 150 50 0 50 146 0 0 264 0 193 0 0 0 0 0 853 0 0 0 0 5:30 PM 0 147 57 0 38 136 0 0 224 0 164 0 0 0 0 0 766 0 0 0 0 5:45 PM 0 149 51 0 33 146 0 0 187 0 151 0 0 0 0 0 717 0 0 0 0 Total Survey 0 1,160 445 0 348 1,101 0 0 1,721 2 1,306 0 0 0 0 0 6,083 0 0 0 0 Peak Hour Summary 4:45 PM to 5:45 PM Northbound Southbound Eastbound Westbound Pedestrians Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Total Crosswalk In Out Total Bikes In Out Total Bikes In Out Total Bikes In Out Total Bikes North South East West Volume 820 1,235 2,055 0 714 1,542 2,256 0 1,644 0 1,644 0 0 401 401 0 3,178 0 0 0 0 %HV 1.7%1.4%1.1%0.0%1.3% PHF 0.89 0.91 0.90 0.00 0.93 Tuesday, April 23, 2019 By Approach Clay Carney (503) 833-2740 943 1 700 0 0 0 2210 535 1790 0 0 0 0 599 8201,235 InOut 1,542714 OutIn 1,644In 0Out Out401 In0 0. 8 9 PH F 1. 7 % HV 0.00PHF 0.0%HV 0.90PHF 1.1%HV 0. 9 1 PH F 1. 4 % HV Peak Hour Summary 4:45 PM to 5:45 PM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Total L T R L T R L T R L T R Volume 0 599 221 179 535 0 943 1 700 0 0 0 3,178 %HV 0.0% 1.2% 3.2% 3.4% 0.7% 0.0% 1.4% ##### 0.6% 0.0% 0.0% 0.0%1.3% PHF 0.00 0.91 0.85 0.90 0.92 0.00 0.89 0.25 0.91 0.00 0.00 0.00 0.93 Rolling Hour Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Pedestrians Start Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Interval Crosswalk Time L T R Bikes L T R Bikes L T R Bikes L T R Bikes Total North South East West 4:00 PM 0 549 222 0 181 554 0 0 819 2 617 0 0 0 0 0 2,944 0 0 0 0 4:15 PM 0 572 231 0 172 521 0 0 866 1 643 0 0 0 0 0 3,006 0 0 0 0 4:30 PM 0 577 224 0 180 536 0 0 928 1 676 0 0 0 0 0 3,122 0 0 0 0 4:45 PM 0 599 221 0 179 535 0 0 943 1 700 0 0 0 0 0 3,178 0 0 0 0 5:00 PM 0 611 223 0 167 547 0 0 902 0 689 0 0 0 0 0 3,139 0 0 0 0 1.4%1.7% By Movement Total TotalTotalTotal 820 0.89 0.00 0 0.90 1,644 0.91 714 0.0%1.1% Heavy Vehicle Summary Broadmoor Blvd & I-182 EB Ramps 4:00 PM to 6:00 PM Heavy Vehicle 15-Minute Interval Summary 4:00 PM to 6:00 PM Interval Northbound Southbound Eastbound Westbound Start Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps Interval Time L T R Total L T R Total L T R Total L T R Total Total 4:00 PM 0 4 7 11 6 8 0 14 1 0 1 2 0 0 0 0 27 4:15 PM 0 3 2 5 4 1 0 5 2 0 3 5 0 0 0 0 15 4:30 PM 0 1 3 4 2 1 0 3 4 0 1 5 0 0 0 0 12 4:45 PM 0 2 2 4 3 1 0 4 7 1 1 9 0 0 0 0 17 5:00 PM 0 2 3 5 1 1 0 2 2 0 2 4 0 0 0 0 11 5:15 PM 0 2 2 4 1 2 0 3 3 0 0 3 0 0 0 0 10 5:30 PM 0 1 0 1 1 0 0 1 1 0 1 2 0 0 0 0 4 5:45 PM 0 1 1 2 0 1 0 1 3 0 0 3 0 0 0 0 6 Total Survey 0 16 20 36 18 15 0 33 23 1 9 33 0 0 0 0 102 Heavy Vehicle Peak Hour Summary 4:45 PM to 5:45 PM Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps In Out Total In Out Total In Out Total In Out Total Volume 14 8 22 10 20 30 18 0 18 0 14 14 42 PHF 0.18 0.11 0.24 0.00 0.19 By Approach Total Tuesday, April 23, 2019 13 1 4 0 0 0 70 4 60 7 148 InOut 2010 OutIn 18In 0Out Peak Hour Summary 4:45 PM to 5:45 PM Clay Carney (503) 833-2740 Northbound Southbound Eastbound Westbound Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps I-182 EB Ramps L T R Total L T R Total L T R Total L T R Total Volume 0 7 7 14 6 4 0 10 13 1 4 18 0 0 0 0 42 PHF 0.00 0.22 0.15 0.18 0.13 0.10 0.00 0.11 0.25 0.25 0.20 0.24 0.00 0.00 0.00 0.00 0.19 Heavy Vehicle Rolling Hour Summary 4:00 PM to 6:00 PM Interval Start Interval Time L T R Total L T R Total L T R Total L T R Total Total 4:00 PM 0 10 14 24 15 11 0 26 14 1 6 21 0 0 0 0 71 4:15 PM 0 8 10 18 10 4 0 14 15 1 7 23 0 0 0 0 55 4:30 PM 0 7 10 17 7 5 0 12 16 1 4 21 0 0 0 0 50 4:45 PM 0 7 7 14 6 4 0 10 13 1 4 18 0 0 0 0 42 5:00 PM 0 6 6 12 3 4 0 7 9 0 3 12 0 0 0 0 31 I-182 EB Ramps Westbound Broadmoor Blvd Broadmoor Blvd I-182 EB Ramps Northbound Southbound Eastbound By Movement Total 13 1 4 0 0 0 70 4 60 7 148 InOut 2010 OutIn 18In 0Out Peak Hour Summary 4:45 PM to 5:45 PM Clay Carney (503) 833-2740 Peak Hour Summary 4:45 PM to 5:45 PM Tuesday, April 23, 2019 714 1542 0 535 179 0 0 0 0 0 0 0 0 0 Broadmoor Blvd & I-182 EB Ramps Br o a d m o o r B l v d I-182 EB Ramps 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 Pe d s 0 943 0 1644 1 401 0 700 0 599 221 1235 820 Count Period: 4:00 PM to 6:00 PM 1,644 0WB0.00 0.0% EB 0.90 1.1% 0 Br o a d m o o r B l v d NB 0.89 1.7% 820 SB 0.91 1.4% Intersection 0.93 1.3% 714 3,178 I-182 EB Ramps Approach HV%PHF Volume 0 0Bikes 0 Bikes 0Peds Pe d s 0 Clay Carney (503) 833-2740 0 Bikes 0Peds Pe d s 0 0Bikes Barker Ranch Traffic Impact Analysis Pasco, WA Appendix B Capacity Analysis Worksheets SCENARIOS 2021 AM (Table 2) 2021 PM (Table 2) 2026 No-Build AM (Table 3) 2026 No-Build PM (Table 3) 2026 Build AM (Table 5) 2026 Build PM (Table 5) Interim Mitigation Analysis (Table 8) Worksheets are presented in the same order as Tables 2, 3, 5 and 8 in columns, with any mitigation scenarios following the existing lane configuration scenario. HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2021 North/South Street Broadmoor Blvd Time Analyzed AM Peak Hour Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 1 0 1 1 0 0 1 1 0 Configuration LTR LT R L TR L TR Volume (veh/h)3 26 176 69 15 2 80 159 28 9 239 4 Percent Heavy Vehicles (%)5 5 5 5 5 5 5 5 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.15 6.55 6.25 7.15 6.55 6.25 4.15 4.15 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.55 4.05 3.35 3.55 4.05 3.35 2.25 2.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)223 91 2 87 10 Capacity, c (veh/h)658 231 846 1283 1351 v/c Ratio 0.34 0.40 0.00 0.07 0.01 95% Queue Length, Q₉₅ (veh)1.5 1.8 0.0 0.2 0.0 Control Delay (s/veh)13.2 30.4 9.3 8.0 7.7 Level of Service (LOS)B D A A A Approach Delay (s/veh)13.2 29.9 2.4 0.3 Approach LOS B D Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 9/28/2021 11:24:04 AM BurnsBroadmoor2021AM.xtw HCM 6th Signalized Intersection Summary 2: Road 100 & Sandifur Parkway 10/28/2021 Barker Ranch TIA 2021 AM Existing 12:23 pm 06/18/2021 Synchro 11 Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 763 28 355 401 28 618 Future Volume (veh/h) 763 28 355 401 28 618 Initial Q (Qb), veh 0 0 0 0 0 0 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 1870 1841 1752 1856 1841 1856 Adj Flow Rate, veh/h 838 31 390 0 31 679 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 4 10 3 4 3 Cap, veh/h 999 451 1506 59 1978 Arrive On Green 0.29 0.29 0.76 0.00 0.03 0.56 Sat Flow, veh/h 3456 1560 3416 1572 1753 3618 Grp Volume(v), veh/h 838 31 390 0 31 679 Grp Sat Flow(s),veh/h/ln 1728 1560 1664 1572 1753 1763 Q Serve(g_s), s 13.7 0.9 2.1 0.0 1.0 6.3 Cycle Q Clear(g_c), s 13.7 0.9 2.1 0.0 1.0 6.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 999 451 1506 59 1978 V/C Ratio(X)0.84 0.07 0.26 0.53 0.34 Avail Cap(c_a), veh/h 1192 538 1506 219 1978 HCM Platoon Ratio 1.00 1.00 1.67 1.67 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.0 15.5 4.3 0.0 28.5 7.2 Incr Delay (d2), s/veh 4.7 0.1 0.4 0.0 7.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 0.3 0.6 0.0 0.5 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.7 15.5 4.7 0.0 35.6 7.6 LnGrp LOS C B A D A Approach Vol, veh/h 869 390 A 710 Approach Delay, s/veh 24.4 4.7 8.9 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.5 31.6 38.2 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.5 18.3 30.3 20.7 Max Q Clear Time (g_c+I1), s 3.0 4.1 8.3 15.7 Green Ext Time (p_c), s 0.0 2.1 4.6 1.7 Intersection Summary HCM 6th Ctrl Delay 14.9 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 3: Road 100 & I-182 WB Off Ramp 09/27/2021 Barker Ranch TIA 2021 AM Existing Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 209 0 182 0 693 0 0 560 844 Future Volume (veh/h) 0 0 0 209 0 182 0 693 0 0 560 844 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1811 1870 1781 0 1781 0 0 1826 1870 Adj Flow Rate, veh/h 232 0 202 0 770 0 0 622 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %6 2 8 0 8 0 0 5 2 Cap, veh/h 331 0 280 0 2248 0 0 2304 Arrive On Green 0.19 0.00 0.19 0.00 0.66 0.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 1510 0 3563 0 0 3561 1585 Grp Volume(v), veh/h 232 0 202 0 770 0 0 622 0 Grp Sat Flow(s),veh/h/ln 1781 0 1510 0 1692 0 0 1735 1585 Q Serve(g_s), s 7.3 0.0 7.5 0.0 5.9 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.3 0.0 7.5 0.0 5.9 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 331 0 280 0 2248 0 0 2304 V/C Ratio(X)0.70 0.00 0.72 0.00 0.34 0.00 0.00 0.27 Avail Cap(c_a), veh/h 698 0 591 0 2248 0 0 2304 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 22.9 0.0 23.0 0.0 4.4 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 2.7 0.0 3.5 0.0 0.4 0.0 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 5.3 0.0 4.7 0.0 2.5 0.0 0.0 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.6 0.0 26.4 0.0 4.8 0.0 0.0 0.3 0.0 LnGrp LOS C A C A A A A A Approach Vol, veh/h 434 770 622 A Approach Delay, s/veh 26.0 4.8 0.3 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 44.4 44.4 15.6 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 27.5 23.5 Max Q Clear Time (g_c+I1), s 7.9 2.0 9.5 Green Ext Time (p_c), s 5.2 4.3 1.6 Intersection Summary HCM 6th Ctrl Delay 8.3 HCM 6th LOS A Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 4: Road 100 & I-182 EB Off Ramp 09/27/2021 Barker Ranch TIA 2021 AM Existing Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 435 2 313 0 0 0 0 807 398 227 539 0 Future Volume (veh/h) 435 2 313 0 0 0 0 807 398 227 539 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1796 1870 1870 0 1841 1870 1811 1841 0 Adj Flow Rate, veh/h 479 0 0 0 887 437 249 592 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 7 2 2 0 4 2 6 4 0 Cap, veh/h 632 0 0 1724 781 417 1225 0 Arrive On Green 0.18 0.00 0.00 0.00 0.49 0.49 0.10 0.67 0.00 Sat Flow, veh/h 3421 0 1585 0 3589 1585 1725 1841 0 Grp Volume(v), veh/h 479 0 0 0 887 437 249 592 0 Grp Sat Flow(s),veh/h/ln1711 0 1585 0 1749 1585 1725 1841 0 Q Serve(g_s), s 8.0 0.0 0.0 0.0 10.3 11.6 3.8 9.5 0.0 Cycle Q Clear(g_c), s 8.0 0.0 0.0 0.0 10.3 11.6 3.8 9.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 632 0 0 1724 781 417 1225 0 V/C Ratio(X) 0.76 0.00 0.00 0.51 0.56 0.60 0.48 0.00 Avail Cap(c_a), veh/h 1026 0 0 1724 781 464 1225 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.2 0.0 0.0 0.0 10.3 10.7 8.3 5.0 0.0 Incr Delay (d2), s/veh 1.9 0.0 0.0 0.0 1.1 2.9 1.7 1.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln5.3 0.0 0.0 0.0 6.2 6.9 2.0 4.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.1 0.0 0.0 0.0 11.4 13.5 10.0 6.3 0.0 LnGrp LOS C A A B B B A A Approach Vol, veh/h 479 A 1324 841 Approach Delay, s/veh 25.1 12.1 7.4 Approach LOS C B A Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s10.3 34.1 15.6 44.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s7.5 21.0 18.0 33.0 Max Q Clear Time (g_c+I1), s5.8 13.6 10.0 11.5 Green Ext Time (p_c), s 0.1 4.3 1.1 3.8 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/27/2021 Barker Ranch TIA 2021 AM Existing Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 6 11 20 5 396 0 564 16 286 387 27 Future Volume (veh/h) 85 6 11 20 5 396 0 564 16 286 387 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 7 12 22 5 430 0 613 17 311 421 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 175 74 66 552 450 402 201 1012 28 592 985 68 Arrive On Green 0.06 0.04 0.04 0.28 0.25 0.25 0.00 0.29 0.29 0.25 0.57 0.57 Sat Flow, veh/h 1781 1777 1585 1781 1777 1585 1781 3532 98 1781 1730 119 Grp Volume(v), veh/h 92 7 12 22 5 430 0 308 322 311 0 450 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 1781 1777 1853 1781 0 1849 Q Serve(g_s), s 6.1 0.5 0.9 0.0 0.3 30.4 0.0 18.0 18.0 6.5 0.0 16.6 Cycle Q Clear(g_c), s 6.1 0.5 0.9 0.0 0.3 30.4 0.0 18.0 18.0 6.5 0.0 16.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.06 Lane Grp Cap(c), veh/h 175 74 66 552 450 402 201 509 531 592 0 1053 V/C Ratio(X) 0.52 0.09 0.18 0.04 0.01 1.07 0.00 0.61 0.61 0.52 0.00 0.43 Avail Cap(c_a), veh/h 225 511 456 552 450 402 296 509 531 592 0 1053 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 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.2 55.3 55.5 31.4 33.5 44.8 0.0 36.9 36.9 32.8 0.0 14.7 Incr Delay (d2), s/veh 2.4 0.5 1.3 0.0 0.0 65.1 0.0 5.3 5.1 0.9 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln5.1 0.4 0.7 0.8 0.2 27.2 0.0 13.0 13.4 11.6 0.0 11.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.7 55.9 56.8 31.4 33.6 109.9 0.0 42.2 42.0 33.6 0.0 16.0 LnGrp LOS E E E C C F A D D C A B Approach Vol, veh/h 111 457 630 761 Approach Delay, s/veh 57.5 105.3 42.1 23.2 Approach LOS E F D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s33.9 38.9 37.7 9.5 0.0 72.8 12.3 34.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s26.1 34.4 7.0 34.5 6.5 54.0 11.1 30.4 Max Q Clear Time (g_c+I1), s8.5 20.0 2.0 2.9 0.0 18.6 8.1 32.4 Green Ext Time (p_c), s 0.8 3.0 0.0 0.1 0.0 2.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 50.4 HCM 6th LOS D HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/28/2021 Barker Ranch TIA 2021 AM Existing Synchro 11 Report MITIGATED Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 85 6 11 20 5 396 0 564 16 286 387 27 Future Volume (veh/h) 85 6 11 20 5 396 0 564 16 286 387 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 7 12 22 5 430 0 613 17 311 421 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 175 74 66 222 127 790 257 1012 28 923 1306 90 Arrive On Green 0.06 0.04 0.04 0.09 0.07 0.07 0.00 0.29 0.29 0.43 0.75 0.75 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3532 98 1781 1730 119 Grp Volume(v), veh/h 92 7 12 22 5 430 0 308 322 311 0 450 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1870 1585 1781 1777 1853 1781 0 1849 Q Serve(g_s), s 6.1 0.5 0.9 0.0 0.3 4.6 0.0 18.0 18.0 1.7 0.0 9.5 Cycle Q Clear(g_c), s 6.1 0.5 0.9 0.0 0.3 4.6 0.0 18.0 18.0 1.7 0.0 9.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.06 Lane Grp Cap(c), veh/h 175 74 66 222 127 790 257 509 531 923 0 1396 V/C Ratio(X) 0.52 0.09 0.18 0.10 0.04 0.54 0.00 0.61 0.61 0.34 0.00 0.32 Avail Cap(c_a), veh/h 225 511 456 222 474 1084 352 509 531 923 0 1396 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 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.2 55.3 55.5 49.6 52.3 9.5 0.0 36.9 36.9 17.3 0.0 4.8 Incr Delay (d2), s/veh 2.4 0.5 1.3 0.2 0.1 0.6 0.0 5.3 5.1 0.2 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.2 0.4 0.6 0.1 4.7 0.0 8.3 8.6 4.9 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.7 55.9 56.8 49.8 52.4 10.1 0.0 42.2 42.0 17.5 0.0 5.4 LnGrp LOS E E E D D B A D D B A A Approach Vol, veh/h 111 457 630 761 Approach Delay, s/veh 57.5 12.5 42.1 10.3 Approach LOS E B D B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 56.2 38.9 15.4 9.5 0.0 95.1 12.3 12.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.1 34.4 7.0 34.5 6.5 54.0 11.1 30.4 Max Q Clear Time (g_c+I1), s 3.7 20.0 2.0 2.9 0.0 11.5 8.1 6.6 Green Ext Time (p_c), s 0.9 3.0 0.0 0.1 0.0 2.8 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 23.7 HCM 6th LOS C HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 11/9/2021 East/West Street Burns Road Analysis Year 2021 North/South Street Broadmoor Blvd Time Analyzed PM Peak Hour Peak Hour Factor 0.94 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 1 0 1 1 0 0 1 1 0 Configuration LTR LT R L TR L TR Volume (veh/h)3 28 120 28 30 5 194 198 70 3 183 4 Percent Heavy Vehicles (%)2 8 4 4 4 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.12 6.58 6.24 7.14 6.54 6.22 4.12 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.52 4.07 3.34 3.54 4.04 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)161 62 5 206 3 Capacity, c (veh/h)542 197 791 1373 1277 v/c Ratio 0.30 0.31 0.01 0.15 0.00 95% Queue Length, Q₉₅ (veh)1.2 1.3 0.0 0.5 0.0 Control Delay (s/veh)14.4 31.4 9.6 8.1 7.8 Level of Service (LOS)B D A A A Approach Delay (s/veh)14.4 29.7 3.4 0.1 Approach LOS B D Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 11/10/2021 8:08:38 AM BurnsBroadmoor2021PMUpdated.xtw HCM 6th Signalized Intersection Summary 2: Road 100 & Sandifur Parkway 09/27/2021 Barker Ranch TIA 2021 PM Existing Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 743 41 494 904 35 346 Future Volume (veh/h) 743 41 494 904 35 346 Initial Q (Qb), veh 0 0 0 0 0 0 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 1870 1856 1870 1870 1870 1870 Adj Flow Rate, veh/h 799 44 531 0 38 372 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 3 2 2 2 2 Cap, veh/h 904 411 1807 66 2168 Arrive On Green 0.26 0.26 0.85 0.00 0.04 0.61 Sat Flow, veh/h 3456 1572 3647 1585 1781 3647 Grp Volume(v), veh/h 799 44 531 0 38 372 Grp Sat Flow(s),veh/h/ln 1728 1572 1777 1585 1781 1777 Q Serve(g_s), s 15.5 1.5 2.1 0.0 1.5 3.2 Cycle Q Clear(g_c), s 15.5 1.5 2.1 0.0 1.5 3.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 904 411 1807 66 2168 V/C Ratio(X) 0.88 0.11 0.29 0.57 0.17 Avail Cap(c_a), veh/h 963 438 1807 165 2168 HCM Platoon Ratio 1.00 1.00 1.67 1.67 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.8 19.6 2.8 0.0 33.1 5.9 Incr Delay (d2), s/veh 9.4 0.1 0.4 0.0 7.5 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 11.4 0.9 1.2 0.0 1.3 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.3 19.8 3.2 0.0 40.7 6.1 LnGrp LOS C B A D A Approach Vol, veh/h 843 531 A 410 Approach Delay, s/veh 33.5 3.2 9.3 Approach LOS C A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.1 40.1 47.2 22.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 30.5 41.5 19.5 Max Q Clear Time (g_c+I1), s 3.5 4.1 5.2 17.5 Green Ext Time (p_c), s 0.0 3.6 2.5 0.8 Intersection Summary HCM 6th Ctrl Delay 18.9 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 3: Road 100 & I-182 WB Off Ramp 09/27/2021 Barker Ranch TIA 2021 PM Existing Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 306 0 207 0 1217 0 0 434 690 Future Volume (veh/h) 0 0 0 306 0 207 0 1217 0 0 434 690 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 0 0 1870 1870 Adj Flow Rate, veh/h 329 0 223 0 1309 0 0 467 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 0 2 0 0 2 2 Cap, veh/h 408 0 363 0 2283 0 0 2283 Arrive On Green 0.23 0.00 0.23 0.00 0.64 0.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 1585 0 3741 0 0 3647 1585 Grp Volume(v), veh/h 329 0 223 0 1309 0 0 467 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 0 0 1777 1585 Q Serve(g_s), s 12.2 0.0 8.8 0.0 14.6 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.2 0.0 8.8 0.0 14.6 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 408 0 363 0 2283 0 0 2283 V/C Ratio(X)0.81 0.00 0.61 0.00 0.57 0.00 0.00 0.20 Avail Cap(c_a), veh/h 598 0 532 0 2283 0 0 2283 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 25.5 0.0 24.2 0.0 7.1 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 5.1 0.0 1.7 0.0 1.1 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 8.9 0.0 5.6 0.0 7.7 0.0 0.0 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.7 0.0 25.9 0.0 8.1 0.0 0.0 0.2 0.0 LnGrp LOS C A C A A A A A Approach Vol, veh/h 552 1309 467 A Approach Delay, s/veh 28.7 8.1 0.2 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 49.5 49.5 20.5 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 37.5 37.5 23.5 Max Q Clear Time (g_c+I1), s 16.6 2.0 14.2 Green Ext Time (p_c), s 9.9 3.3 1.8 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 4: Road 100 & I-182 EB Off Ramp 09/27/2021 Barker Ranch TIA 2021 PM Existing Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 981 1 728 0 0 0 0 623 230 186 557 0 Future Volume (veh/h) 981 1 728 0 0 0 0 623 230 186 557 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1159 1870 0 1870 1856 1856 1870 0 Adj Flow Rate, veh/h 1056 0 0 0 670 247 200 599 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 50 2 0 2 3 3 2 0 Cap, veh/h 1244 0 0 1299 575 398 977 0 Arrive On Green 0.35 0.00 0.00 0.00 0.37 0.37 0.09 0.52 0.00 Sat Flow, veh/h 3563 0 1585 0 3647 1572 1767 1870 0 Grp Volume(v), veh/h 1056 0 0 0 670 247 200 599 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1777 1572 1767 1870 0 Q Serve(g_s), s 19.2 0.0 0.0 0.0 10.3 8.3 4.6 15.8 0.0 Cycle Q Clear(g_c), s 19.2 0.0 0.0 0.0 10.3 8.3 4.6 15.8 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1244 0 0 1299 575 398 977 0 V/C Ratio(X) 0.85 0.00 0.00 0.52 0.43 0.50 0.61 0.00 Avail Cap(c_a), veh/h 1624 0 0 1299 575 399 977 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.1 0.0 0.0 0.0 17.4 16.7 12.0 11.8 0.0 Incr Delay (d2), s/veh 3.5 0.0 0.0 0.0 1.5 2.3 1.0 2.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln11.9 0.0 0.0 0.0 7.3 5.5 3.0 10.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.5 0.0 0.0 0.0 18.8 19.0 13.0 14.6 0.0 LnGrp LOS C A A B B B B A Approach Vol, veh/h 1056 A 917 799 Approach Delay, s/veh 24.5 18.9 14.2 Approach LOS C B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s11.0 30.1 29.0 41.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s6.5 18.1 31.9 29.1 Max Q Clear Time (g_c+I1), s6.6 12.3 21.2 17.8 Green Ext Time (p_c), s 0.0 2.6 3.3 2.9 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/27/2021 Barker Ranch TIA 2021 PM Existing Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 59 2 2 34 8 282 3 295 22 529 524 78 Future Volume (veh/h) 59 2 2 34 8 282 3 295 22 529 524 78 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 64 2 2 37 9 307 3 321 24 575 570 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 192 424 363 450 397 355 417 1182 88 710 561 84 Arrive On Green 0.04 0.23 0.23 0.03 0.22 0.22 0.19 0.35 0.35 0.19 0.35 0.35 Sat Flow, veh/h 1781 1815 1552 1781 1777 1585 1781 3353 249 1781 1590 237 Grp Volume(v), veh/h 64 2 2 37 9 307 3 169 176 575 0 655 Grp Sat Flow(s),veh/h/ln1781 1777 1591 1781 1777 1585 1781 1777 1825 1781 0 1828 Q Serve(g_s), s 2.6 0.1 0.1 1.5 0.4 17.7 0.0 6.5 6.5 7.5 0.0 33.5 Cycle Q Clear(g_c), s 2.6 0.1 0.1 1.5 0.4 17.7 0.0 6.5 6.5 7.5 0.0 33.5 Prop In Lane 1.00 0.98 1.00 1.00 1.00 0.14 1.00 0.13 Lane Grp Cap(c), veh/h 192 415 372 450 397 355 417 627 644 710 0 644 V/C Ratio(X) 0.33 0.00 0.01 0.08 0.02 0.87 0.01 0.27 0.27 0.81 0.00 1.02 Avail Cap(c_a), veh/h 230 599 536 504 597 532 417 627 644 710 0 644 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.3 27.9 27.9 26.8 28.8 35.5 31.1 22.0 22.0 24.8 0.0 30.8 Incr Delay (d2), s/veh 1.0 0.0 0.0 0.1 0.0 9.5 0.0 1.1 1.0 7.0 0.0 39.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln2.0 0.1 0.1 1.1 0.3 12.1 0.1 4.9 5.1 17.5 0.0 28.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.3 27.9 27.9 26.9 28.8 45.0 31.1 23.1 23.1 31.8 0.0 70.3 LnGrp LOS C C C C C D C C C C A F Approach Vol, veh/h 68 353 348 1230 Approach Delay, s/veh 29.2 42.7 23.1 52.3 Approach LOS C D C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s22.7 38.0 7.6 26.7 22.7 38.0 8.6 25.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.5 33.5 6.0 32.0 5.5 33.5 6.1 31.9 Max Q Clear Time (g_c+I1), s9.5 8.5 3.5 2.1 2.0 35.5 4.6 19.7 Green Ext Time (p_c), s 0.0 1.8 0.0 0.0 0.0 0.0 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 44.8 HCM 6th LOS D HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/28/2021 Barker Ranch TIA 2021 PM Existing Synchro 11 Report MITIGATED Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 59 2 2 34 8 282 3 295 22 529 524 78 Future Volume (veh/h) 59 2 2 34 8 282 3 295 22 529 524 78 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 64 2 2 37 9 307 3 321 24 575 570 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 226 121 103 211 102 655 715 1182 88 1008 561 84 Arrive On Green 0.04 0.07 0.07 0.03 0.05 0.05 0.36 0.35 0.35 0.36 0.35 0.35 Sat Flow, veh/h 1781 1815 1552 1781 1870 1585 1781 3353 249 1781 1590 237 Grp Volume(v), veh/h 64 2 2 37 9 307 3 169 176 575 0 655 Grp Sat Flow(s),veh/h/ln 1781 1777 1591 1781 1870 1585 1781 1777 1825 1781 0 1828 Q Serve(g_s), s 3.2 0.1 0.1 1.8 0.4 2.1 0.0 6.5 6.5 0.0 0.0 33.5 Cycle Q Clear(g_c), s 3.2 0.1 0.1 1.8 0.4 2.1 0.0 6.5 6.5 0.0 0.0 33.5 Prop In Lane 1.00 0.98 1.00 1.00 1.00 0.14 1.00 0.13 Lane Grp Cap(c), veh/h 226 118 106 211 102 655 715 627 644 1008 0 644 V/C Ratio(X) 0.28 0.02 0.02 0.17 0.09 0.47 0.00 0.27 0.27 0.57 0.00 1.02 Avail Cap(c_a), veh/h 261 599 536 266 628 1101 715 627 644 1008 0 644 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.0 41.4 41.4 40.4 42.7 9.9 19.5 22.0 22.0 12.7 0.0 30.8 Incr Delay (d2), s/veh 0.7 0.1 0.1 0.4 0.4 0.5 0.0 1.1 1.0 0.8 0.0 39.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 0.0 0.8 0.2 2.9 0.0 2.7 2.8 7.8 0.0 20.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.7 41.5 41.5 40.8 43.0 10.4 19.5 23.1 23.1 13.4 0.0 70.3 LnGrp LOS D D D D D B B C C B A F Approach Vol, veh/h 68 353 348 1230 Approach Delay, s/veh 40.7 14.5 23.0 43.7 Approach LOS D B C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 38.6 38.0 7.6 10.8 38.6 38.0 8.7 9.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 33.5 6.0 32.0 5.5 33.5 6.1 31.9 Max Q Clear Time (g_c+I1), s 2.0 8.5 3.8 2.1 2.0 35.5 5.2 4.1 Green Ext Time (p_c), s 0.7 1.8 0.0 0.0 0.0 0.0 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 34.9 HCM 6th LOS C HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Broadmoor Blvd Time Analyzed AM Peak Hour -No-Build Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 1 0 1 1 0 0 1 1 0 Configuration LTR LT R L TR L TR Volume (veh/h)3 40 390 76 20 2 151 176 31 10 264 5 Percent Heavy Vehicles (%)5 5 5 5 5 5 5 5 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.15 6.55 6.25 7.15 6.55 6.25 4.15 4.15 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.55 4.05 3.35 3.55 4.05 3.35 2.25 2.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)471 104 2 164 11 Capacity, c (veh/h)619 76 825 1252 1326 v/c Ratio 0.76 1.37 0.00 0.13 0.01 95% Queue Length, Q₉₅ (veh)6.9 8.3 0.0 0.5 0.0 Control Delay (s/veh)26.9 326.9 9.4 8.3 7.7 Level of Service (LOS)D F A A A Approach Delay (s/veh)26.9 320.4 3.5 0.3 Approach LOS D F Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 9/28/2021 11:38:43 AM BurnsBroadmoor2026NoBuild_AM.xtw HCS7 All-Way Stop Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Broadmoor Blvd Analysis Time Period (hrs)0.25 Peak Hour Factor 0.92 Time Analyzed AM Pk Hr 2026 No-Bld Mit Project Description Barker Ranch Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 3 40 390 76 20 2 151 176 31 10 264 5 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT R LT R L TR L TR Flow Rate, v (veh/h)47 424 104 2 164 225 11 292 Percent Heavy Vehicles 5 5 5 5 5 5 5 5 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.042 0.377 0.093 0.002 0.146 0.200 0.010 0.260 Final Departure Headway, hd (s)6.88 6.15 7.87 6.78 7.40 6.79 7.50 6.99 Final Degree of Utilization, x 0.089 0.724 0.228 0.004 0.337 0.425 0.023 0.567 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)4.58 3.85 5.57 4.48 5.10 4.49 5.20 4.69 Capacity, Delay and Level of Service Flow Rate, v (veh/h)47 424 104 2 164 225 11 292 Capacity 523 586 457 531 487 530 480 515 95% Queue Length, Q₉₅ (veh)0.3 6.1 0.9 0.0 1.5 2.1 0.1 3.5 Control Delay (s/veh)10.3 23.3 12.9 9.5 13.8 14.4 10.4 18.5 Level of Service, LOS B C B A B B B C Approach Delay (s/veh)22.0 12.8 14.2 18.2 Approach LOS C B B C Intersection Delay, s/veh | LOS 17.9 C Copyright © 2021 University of Florida. All Rights Reserved.HCS™AWSC Version 7.6 Generated: 9/28/2021 11:27:23 AMBurnsBroadmoor2026No-BuildMitigatedAM.xaw HCM 6th Signalized Intersection Summary 2: Road 100 & Sandifur Parkway 10/28/2021 Barker Ranch TIA 2026 AM No-Build 11:45 am 06/18/2021 Synchro 11 Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 842 38 448 442 52 857 Future Volume (veh/h) 842 38 448 442 52 857 Initial Q (Qb), veh 0 0 0 0 0 0 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 1870 1841 1752 1856 1841 1856 Adj Flow Rate, veh/h 925 42 492 0 57 942 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 4 10 3 4 3 Cap, veh/h 1075 485 1492 84 1975 Arrive On Green 0.31 0.31 0.60 0.00 0.05 0.56 Sat Flow, veh/h 3456 1560 3416 1572 1753 3618 Grp Volume(v), veh/h 925 42 492 0 57 942 Grp Sat Flow(s),veh/h/ln 1728 1560 1664 1572 1753 1763 Q Serve(g_s), s 17.6 1.3 5.2 0.0 2.2 11.2 Cycle Q Clear(g_c), s 17.6 1.3 5.2 0.0 2.2 11.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1075 485 1492 84 1975 V/C Ratio(X)0.86 0.09 0.33 0.68 0.48 Avail Cap(c_a), veh/h 1269 573 1492 163 1975 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.7 17.1 8.9 0.0 32.8 9.2 Incr Delay (d2), s/veh 5.5 0.1 0.6 0.0 9.2 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 7.3 0.5 1.7 0.0 1.1 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.1 17.1 9.4 0.0 42.0 10.1 LnGrp LOS C B A D B Approach Vol, veh/h 967 492 A 999 Approach Delay, s/veh 27.7 9.4 11.9 Approach LOS C A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.8 35.9 43.7 26.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 24.3 35.3 25.7 Max Q Clear Time (g_c+I1), s 4.2 7.2 13.2 19.6 Green Ext Time (p_c), s 0.0 2.9 6.8 2.2 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 3: Road 100 & I-182 WB Off Ramp 09/27/2021 Barker Ranch TIA 2026 AM No-Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 231 0 222 0 800 0 0 684 1041 Future Volume (veh/h) 0 0 0 231 0 222 0 800 0 0 684 1041 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1811 1870 1781 0 1781 0 0 1826 1870 Adj Flow Rate, veh/h 257 0 247 0 889 0 0 760 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 6 2 8 0 8 0 0 5 2 Cap, veh/h 373 0 316 0 2241 0 0 2297 Arrive On Green 0.21 0.00 0.21 0.00 0.66 0.00 0.00 0.44 0.00 Sat Flow, veh/h 1781 0 1510 0 3563 0 0 3561 1585 Grp Volume(v), veh/h 257 0 247 0 889 0 0 760 0 Grp Sat Flow(s),veh/h/ln 1781 0 1510 0 1692 0 0 1735 1585 Q Serve(g_s), s 9.3 0.0 10.8 0.0 8.4 0.0 0.0 10.0 0.0 Cycle Q Clear(g_c), s 9.3 0.0 10.8 0.0 8.4 0.0 0.0 10.0 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 373 0 316 0 2241 0 0 2297 V/C Ratio(X) 0.69 0.00 0.78 0.00 0.40 0.00 0.00 0.33 Avail Cap(c_a), veh/h 649 0 550 0 2241 0 0 2297 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 25.6 0.0 26.2 0.0 5.4 0.0 0.0 9.4 0.0 Incr Delay (d2), s/veh 2.3 0.0 4.2 0.0 0.5 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 6.8 0.0 7.0 0.0 4.1 0.0 0.0 6.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.9 0.0 30.4 0.0 5.9 0.0 0.0 9.7 0.0 LnGrp LOS C A C A A A A A Approach Vol, veh/h 504 889 760 A Approach Delay, s/veh 29.1 5.9 9.7 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 50.9 50.9 19.1 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 35.5 35.5 25.5 Max Q Clear Time (g_c+I1), s 10.4 12.0 12.8 Green Ext Time (p_c), s 6.7 5.4 1.8 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 4: Road 100 & I-182 EB Off Ramp 09/27/2021 Barker Ranch TIA 2026 AM No-Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 515 2 346 0 0 0 0 891 440 316 595 0 Future Volume (veh/h) 515 2 346 0 0 0 0 891 440 316 595 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1796 1870 1870 0 1841 1870 1811 1841 0 Adj Flow Rate, veh/h 567 0 0 0 979 484 347 654 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 7 2 2 0 4 2 6 4 0 Cap, veh/h 689 0 0 1671 757 420 1233 0 Arrive On Green 0.20 0.00 0.00 0.00 0.48 0.48 0.13 0.67 0.00 Sat Flow, veh/h 3421 0 1585 0 3589 1585 1725 1841 0 Grp Volume(v), veh/h 567 0 0 0 979 484 347 654 0 Grp Sat Flow(s),veh/h/ln1711 0 1585 0 1749 1585 1725 1841 0 Q Serve(g_s), s 11.1 0.0 0.0 0.0 14.2 16.1 6.4 12.7 0.0 Cycle Q Clear(g_c), s 11.1 0.0 0.0 0.0 14.2 16.1 6.4 12.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 689 0 0 1671 757 420 1233 0 V/C Ratio(X) 0.82 0.00 0.00 0.59 0.64 0.83 0.53 0.00 Avail Cap(c_a), veh/h 880 0 0 1671 757 532 1233 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.8 0.0 0.0 0.0 13.3 13.7 12.2 5.9 0.0 Incr Delay (d2), s/veh 5.0 0.0 0.0 0.0 1.5 4.1 8.4 1.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln8.0 0.0 0.0 0.0 8.9 9.7 6.0 7.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.8 0.0 0.0 0.0 14.8 17.8 20.6 7.5 0.0 LnGrp LOS C A A B B C A A Approach Vol, veh/h 567 A 1463 1001 Approach Delay, s/veh 31.8 15.8 12.1 Approach LOS C B B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s13.4 38.0 18.6 51.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s13.5 25.0 18.0 43.0 Max Q Clear Time (g_c+I1), s8.4 18.1 13.1 14.7 Green Ext Time (p_c), s 0.5 4.4 1.0 4.7 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/27/2021 Barker Ranch TIA 2026 AM No-Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 7 13 22 6 438 0 623 17 316 427 30 Future Volume (veh/h) 94 7 13 22 6 438 0 623 17 316 427 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 8 14 24 7 476 0 677 18 343 464 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 159 480 428 426 419 374 455 1556 41 508 1034 74 Arrive On Green 0.06 0.27 0.27 0.02 0.24 0.24 0.00 0.44 0.44 0.12 0.60 0.60 Sat Flow, veh/h 1781 1777 1585 1781 1777 1585 1781 3536 94 1781 1726 123 Grp Volume(v), veh/h 102 8 14 24 7 476 0 340 355 343 0 497 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 1781 1777 1853 1781 0 1848 Q Serve(g_s), s 5.3 0.4 0.8 1.3 0.4 29.5 0.0 16.6 16.6 12.5 0.0 18.4 Cycle Q Clear(g_c), s 5.3 0.4 0.8 1.3 0.4 29.5 0.0 16.6 16.6 12.5 0.0 18.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.07 Lane Grp Cap(c), veh/h 159 480 428 426 419 374 455 782 816 508 0 1108 V/C Ratio(X) 0.64 0.02 0.03 0.06 0.02 1.27 0.00 0.43 0.44 0.68 0.00 0.45 Avail Cap(c_a), veh/h 193 480 428 464 419 374 532 782 816 708 0 1108 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 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.8 33.4 33.6 34.8 36.6 47.8 0.0 24.2 24.2 16.2 0.0 13.7 Incr Delay (d2), s/veh 5.2 0.0 0.0 0.1 0.0 142.0 0.0 1.8 1.7 1.6 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln4.5 0.3 0.6 1.0 0.3 39.2 0.0 11.4 11.8 8.5 0.0 11.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.9 33.5 33.6 34.9 36.6 189.8 0.0 26.0 25.9 17.8 0.0 15.0 LnGrp LOS D C C C D F A C C B A B Approach Vol, veh/h 124 507 695 840 Approach Delay, s/veh 39.6 180.3 26.0 16.2 Approach LOS D F C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s19.9 59.5 7.3 38.3 0.0 79.4 11.6 34.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s29.5 38.5 5.5 33.5 5.5 62.5 9.5 29.5 Max Q Clear Time (g_c+I1), s14.5 18.6 3.3 2.8 0.0 20.4 7.3 31.5 Green Ext Time (p_c), s 0.9 3.7 0.0 0.1 0.0 3.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 59.1 HCM 6th LOS E HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/27/2021 Barker Ranch TIA 2026 AM No-Build Synchro 11 Report MITIGATED Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 7 13 22 6 438 0 623 17 316 427 30 Future Volume (veh/h) 94 7 13 22 6 438 0 623 17 316 427 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 8 14 24 7 476 0 677 18 343 464 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 375 487 435 431 449 578 450 1537 41 505 1027 73 Arrive On Green 0.06 0.27 0.27 0.02 0.24 0.24 0.00 0.43 0.43 0.12 0.60 0.60 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3536 94 1781 1726 123 Grp Volume(v), veh/h 102 8 14 24 7 476 0 340 355 343 0 497 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1870 1585 1781 1777 1853 1781 0 1848 Q Serve(g_s), s 5.2 0.4 0.8 1.3 0.4 30.0 0.0 16.7 16.7 12.7 0.0 18.6 Cycle Q Clear(g_c), s 5.2 0.4 0.8 1.3 0.4 30.0 0.0 16.7 16.7 12.7 0.0 18.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.07 Lane Grp Cap(c), veh/h 375 487 435 431 449 578 450 772 806 505 0 1100 V/C Ratio(X) 0.27 0.02 0.03 0.06 0.02 0.82 0.00 0.44 0.44 0.68 0.00 0.45 Avail Cap(c_a), veh/h 438 487 435 525 449 578 542 772 806 746 0 1100 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 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.5 33.1 33.2 34.4 36.2 36.1 0.0 24.7 24.7 16.6 0.0 14.0 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.1 0.0 9.4 0.0 1.8 1.7 1.6 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln4.1 0.3 0.6 1.0 0.3 20.6 0.0 11.5 11.9 8.6 0.0 12.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.9 33.1 33.3 34.5 36.2 45.5 0.0 26.5 26.5 18.2 0.0 15.3 LnGrp LOS C C C C D D A C C B A B Approach Vol, veh/h 124 507 695 840 Approach Delay, s/veh 32.1 44.8 26.5 16.5 Approach LOS C D C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s20.1 58.8 7.3 38.8 0.0 78.9 11.6 34.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s32.5 33.0 9.4 32.1 6.5 59.0 11.5 30.0 Max Q Clear Time (g_c+I1), s14.7 18.7 3.3 2.8 0.0 20.6 7.2 32.0 Green Ext Time (p_c), s 0.9 3.3 0.0 0.1 0.0 3.1 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 27.2 HCM 6th LOS C HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Broadmoor Blvd Time Analyzed PM Peak Hour-NoBuild Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 1 1 0 0 1 1 0 0 1 1 0 Configuration LTR L TR L TR L TR Volume (veh/h)3 37 259 30 44 6 430 218 78 3 201 5 Percent Heavy Vehicles (%)2 8 4 4 4 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.12 6.58 6.24 7.14 6.54 6.22 4.12 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.52 4.07 3.34 3.54 4.04 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)325 33 54 467 3 Capacity, c (veh/h)349 25 95 1345 1238 v/c Ratio 0.93 1.32 0.57 0.35 0.00 95% Queue Length, Q₉₅ (veh)9.6 4.0 2.6 1.6 0.0 Control Delay (s/veh)67.4 524.1 84.4 9.1 7.9 Level of Service (LOS)F F F A A Approach Delay (s/veh)67.4 249.3 5.4 0.1 Approach LOS F F Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 9/28/2021 11:40:45 AM BurnsBroadmoor2026NoBuild_PM.xtw HCS7 All-Way Stop Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Broadmoor Blvd Analysis Time Period (hrs)0.25 Peak Hour Factor 0.92 Time Analyzed PM Pk Hr 2026 No-Bld Mit Project Description Barker Ranch Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 3 37 266 30 46 5 443 218 77 3 201 4 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT R LT R L TR L TR Flow Rate, v (veh/h)43 289 83 5 482 321 3 223 Percent Heavy Vehicles 5 5 5 5 5 5 5 5 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.039 0.257 0.073 0.005 0.428 0.285 0.003 0.198 Final Departure Headway, hd (s)7.37 6.64 8.00 7.10 6.85 6.17 7.62 7.10 Final Degree of Utilization, x 0.089 0.533 0.184 0.011 0.916 0.549 0.007 0.440 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)5.07 4.34 5.70 4.80 4.55 3.87 5.32 4.80 Capacity, Delay and Level of Service Flow Rate, v (veh/h)43 289 83 5 482 321 3 223 Capacity 488 542 450 507 526 584 473 507 95% Queue Length, Q₉₅ (veh)0.3 3.1 0.7 0.0 11.0 3.3 0.0 2.2 Control Delay (s/veh)10.8 16.7 12.5 9.9 47.1 16.1 10.4 15.3 Level of Service, LOS B C B A E C B C Approach Delay (s/veh)15.9 12.3 34.7 15.2 Approach LOS C B D C Intersection Delay, s/veh | LOS 26.0 D Copyright © 2021 University of Florida. All Rights Reserved.HCS™AWSC Version 7.6 Generated: 9/28/2021 11:28:33 AMBurnsBroadmoor2026No-BuildMitigatedPM.xaw HCM 6th Signalized Intersection Summary 2: Road 100 & Sandifur Parkway 09/27/2021 Barker Ranch TIA 2026 PM No-Build Synchro 11 Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 820 117 738 998 53 495 Future Volume (veh/h) 820 117 738 998 53 495 Initial Q (Qb), veh 0 0 0 0 0 0 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 1870 1856 1870 1870 1870 1870 Adj Flow Rate, veh/h 882 126 794 0 57 532 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 3 2 2 2 2 Cap, veh/h 975 444 1930 491 2232 Arrive On Green 0.28 0.28 0.91 0.00 0.04 0.63 Sat Flow, veh/h 3456 1572 3647 1585 1781 3647 Grp Volume(v), veh/h 882 126 794 0 57 532 Grp Sat Flow(s),veh/h/ln 1728 1572 1777 1585 1781 1777 Q Serve(g_s), s 24.6 6.3 3.3 0.0 1.3 6.6 Cycle Q Clear(g_c), s 24.6 6.3 3.3 0.0 1.3 6.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 975 444 1930 491 2232 V/C Ratio(X) 0.90 0.28 0.41 0.12 0.24 Avail Cap(c_a), veh/h 1054 480 1930 536 2232 HCM Platoon Ratio 1.00 1.00 1.67 1.67 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 34.6 28.0 2.3 0.0 8.3 8.1 Incr Delay (d2), s/veh 10.5 0.3 0.6 0.0 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 16.9 4.2 1.8 0.0 0.9 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.1 28.4 2.9 0.0 8.4 8.4 LnGrp LOS D C A A A Approach Vol, veh/h 1008 794 A 589 Approach Delay, s/veh 43.0 2.9 8.4 Approach LOS D A A Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.5 58.8 67.3 32.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 49.5 60.5 30.5 Max Q Clear Time (g_c+I1), s 3.3 5.3 8.6 26.6 Green Ext Time (p_c), s 0.0 6.4 3.9 1.6 Intersection Summary HCM 6th Ctrl Delay 21.2 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 3: Road 100 & I-182 WB Off Ramp 09/27/2021 Barker Ranch TIA 2026 PM No-Build Synchro 11 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 338 0 301 0 1464 0 0 522 831 Future Volume (veh/h) 0 0 0 338 0 301 0 1464 0 0 522 831 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 0 0 1870 1870 Adj Flow Rate, veh/h 363 0 324 0 1574 0 0 561 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 0 2 0 0 2 2 Cap, veh/h 427 0 380 0 2382 0 0 2382 Arrive On Green 0.24 0.00 0.24 0.00 0.67 0.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 1585 0 3741 0 0 3647 1585 Grp Volume(v), veh/h 363 0 324 0 1574 0 0 561 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 0 0 1777 1585 Q Serve(g_s), s 19.5 0.0 19.5 0.0 26.2 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 19.5 0.0 19.5 0.0 26.2 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 427 0 380 0 2382 0 0 2382 V/C Ratio(X)0.85 0.00 0.85 0.00 0.66 0.00 0.00 0.24 Avail Cap(c_a), veh/h 579 0 515 0 2382 0 0 2382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 36.3 0.0 36.3 0.0 9.8 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 8.8 0.0 9.9 0.0 1.5 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 14.0 0.0 12.9 0.0 14.0 0.0 0.0 0.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.0 0.0 46.3 0.0 11.2 0.0 0.0 0.2 0.0 LnGrp LOS D A D A B A A A Approach Vol, veh/h 687 1574 561 A Approach Delay, s/veh 45.6 11.2 0.2 Approach LOS D B A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 71.5 71.5 28.5 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 58.5 58.5 32.5 Max Q Clear Time (g_c+I1), s 28.2 2.0 21.5 Green Ext Time (p_c), s 15.2 4.2 2.5 Intersection Summary HCM 6th Ctrl Delay 17.4 HCM 6th LOS B Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 4: Road 100 & I-182 EB Off Ramp 09/27/2021 Barker Ranch TIA 2026 PM No-Build Synchro 11 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1203 1 804 0 0 0 0 688 254 249 615 0 Future Volume (veh/h) 1203 1 804 0 0 0 0 688 254 249 615 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1159 1870 0 1870 1856 1856 1870 0 Adj Flow Rate, veh/h 1295 0 0 0 740 273 268 661 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 50 2 0 2 3 3 2 0 Cap, veh/h 1442 0 0 871 385 467 945 0 Arrive On Green 0.40 0.00 0.00 0.00 0.25 0.25 0.22 0.51 0.00 Sat Flow, veh/h 3563 0 1585 0 3647 1572 1767 1870 0 Grp Volume(v), veh/h 1295 0 0 0 740 273 268 661 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1777 1572 1767 1870 0 Q Serve(g_s), s 34.0 0.0 0.0 0.0 19.9 15.9 8.3 27.0 0.0 Cycle Q Clear(g_c), s 34.0 0.0 0.0 0.0 19.9 15.9 8.3 27.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1442 0 0 871 385 467 945 0 V/C Ratio(X) 0.90 0.00 0.00 0.85 0.71 0.57 0.70 0.00 Avail Cap(c_a), veh/h 1728 0 0 871 385 467 945 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 27.8 0.0 0.0 0.0 36.0 34.5 32.6 18.9 0.0 Incr Delay (d2), s/veh 5.9 0.0 0.0 0.0 10.2 10.5 1.7 4.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln20.6 0.0 0.0 0.0 14.7 11.4 9.6 17.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.8 0.0 0.0 0.0 46.2 45.0 34.3 23.2 0.0 LnGrp LOS C A A D D C C A Approach Vol, veh/h 1295 A 1013 929 Approach Delay, s/veh 33.8 45.9 26.4 Approach LOS C D C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s26.0 29.0 45.0 55.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s13.5 24.5 48.5 42.5 Max Q Clear Time (g_c+I1), s10.3 21.9 36.0 29.0 Green Ext Time (p_c), s 0.3 1.5 4.5 3.7 Intersection Summary HCM 6th Ctrl Delay 35.4 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/27/2021 Barker Ranch TIA 2026 PM No-Build Synchro 11 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 2 2 38 9 311 3 326 24 584 579 86 Future Volume (veh/h) 65 2 2 38 9 311 3 326 24 584 579 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 2 2 41 10 338 3 354 26 635 629 93 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 184 453 387 472 427 381 315 1125 82 668 637 94 Arrive On Green 0.04 0.25 0.25 0.03 0.24 0.24 0.14 0.34 0.34 0.20 0.40 0.40 Sat Flow, veh/h 1781 1815 1552 1781 1777 1585 1781 3358 245 1781 1593 235 Grp Volume(v), veh/h 71 2 2 41 10 338 3 187 193 635 0 722 Grp Sat Flow(s),veh/h/ln1781 1777 1591 1781 1777 1585 1781 1777 1826 1781 0 1828 Q Serve(g_s), s 3.0 0.1 0.1 1.7 0.4 20.6 0.0 7.8 7.9 17.3 0.0 39.2 Cycle Q Clear(g_c), s 3.0 0.1 0.1 1.7 0.4 20.6 0.0 7.8 7.9 17.3 0.0 39.2 Prop In Lane 1.00 0.98 1.00 1.00 1.00 0.13 1.00 0.13 Lane Grp Cap(c), veh/h 184 443 397 472 427 381 315 595 612 668 0 731 V/C Ratio(X) 0.39 0.00 0.01 0.09 0.02 0.89 0.01 0.31 0.32 0.95 0.00 0.99 Avail Cap(c_a), veh/h 204 569 509 501 561 501 315 595 612 668 0 731 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.0 28.2 28.2 27.0 29.0 36.7 37.3 24.7 24.7 30.2 0.0 29.8 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.1 0.0 14.2 0.0 1.4 1.4 23.3 0.0 30.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln2.4 0.1 0.1 1.3 0.3 14.2 0.1 6.0 6.2 24.9 0.0 29.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.3 28.2 28.2 27.0 29.0 50.9 37.3 26.1 26.1 53.5 0.0 60.1 LnGrp LOS C C C C C D D C C D A E Approach Vol, veh/h 75 389 383 1357 Approach Delay, s/veh 30.2 47.8 26.2 57.0 Approach LOS C D C E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s24.7 38.0 7.9 29.4 18.2 44.5 8.8 28.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s11.5 33.5 5.0 32.0 5.0 40.0 5.4 31.6 Max Q Clear Time (g_c+I1), s19.3 9.9 3.7 2.1 2.0 41.2 5.0 22.6 Green Ext Time (p_c), s 0.0 1.9 0.0 0.0 0.0 0.0 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 49.1 HCM 6th LOS D HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/27/2021 Barker Ranch TIA 2026 PM No-Build Synchro 11 Report MITIGATED Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 2 2 38 9 311 3 326 24 584 579 86 Future Volume (veh/h) 65 2 2 38 9 311 3 326 24 584 579 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 2 2 41 10 338 3 354 26 635 629 93 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 234 133 113 214 108 691 692 1125 82 997 581 86 Arrive On Green 0.05 0.07 0.07 0.03 0.06 0.06 0.35 0.34 0.34 0.38 0.37 0.37 Sat Flow, veh/h 1781 1815 1552 1781 1870 1585 1781 3358 245 1781 1593 235 Grp Volume(v), veh/h 71 2 2 41 10 338 3 187 193 635 0 722 Grp Sat Flow(s),veh/h/ln1781 1777 1591 1781 1870 1585 1781 1777 1826 1781 0 1828 Q Serve(g_s), s 3.7 0.1 0.1 2.1 0.5 2.6 0.0 7.8 7.9 6.2 0.0 36.5 Cycle Q Clear(g_c), s 3.7 0.1 0.1 2.1 0.5 2.6 0.0 7.8 7.9 6.2 0.0 36.5 Prop In Lane 1.00 0.98 1.00 1.00 1.00 0.13 1.00 0.13 Lane Grp Cap(c), veh/h 234 130 116 214 108 691 692 595 612 997 0 667 V/C Ratio(X) 0.30 0.02 0.02 0.19 0.09 0.49 0.00 0.31 0.32 0.64 0.00 1.08 Avail Cap(c_a), veh/h 280 577 517 269 589 1098 692 595 612 997 0 667 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.5 43.0 43.0 42.2 44.6 9.7 21.3 24.7 24.7 14.7 0.0 31.8 Incr Delay (d2), s/veh 0.7 0.0 0.1 0.4 0.4 0.5 0.0 1.4 1.4 1.4 0.0 59.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln3.0 0.1 0.1 1.7 0.4 5.9 0.1 6.0 6.2 14.1 0.0 36.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.2 43.1 43.1 42.6 45.0 10.3 21.3 26.1 26.1 16.1 0.0 90.9 LnGrp LOS D D D D D B C C C B A F Approach Vol, veh/h 75 389 383 1357 Approach Delay, s/veh 42.3 14.6 26.0 55.9 Approach LOS D B C E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s42.3 38.0 7.9 11.8 39.3 41.0 9.4 10.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s9.5 33.5 6.5 32.5 6.5 36.5 7.5 31.5 Max Q Clear Time (g_c+I1), s8.2 9.9 4.1 2.1 2.0 38.5 5.7 4.6 Green Ext Time (p_c), s 0.4 1.9 0.0 0.0 0.0 0.0 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 42.9 HCM 6th LOS D HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Broadmoor Blvd Time Analyzed AM Peak Hour -Build Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 1 0 1 1 0 0 1 1 0 Configuration LTR LT R L TR L TR Volume (veh/h)3 47 519 76 22 4 197 211 31 16 376 5 Percent Heavy Vehicles (%)5 5 5 5 5 5 5 5 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.15 6.55 6.25 7.15 6.55 6.25 4.15 4.15 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.55 4.05 3.35 3.55 4.05 3.35 2.25 2.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)618 107 4 214 17 Capacity, c (veh/h)501 10 785 1129 1284 v/c Ratio 1.24 10.69 0.01 0.19 0.01 95% Queue Length, Q₉₅ (veh)24.3 14.8 0.0 0.7 0.0 Control Delay (s/veh)147.7 5092.5 9.6 8.9 7.8 Level of Service (LOS)F F A A A Approach Delay (s/veh)147.7 4893.2 4.0 0.3 Approach LOS F F Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 9/28/2021 11:34:36 AM BurnsBroadmoor2026Build_AM.xtw HCS7 All-Way Stop Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Broadmoor Blvd Analysis Time Period (hrs)0.25 Peak Hour Factor 0.92 Time Analyzed AM Pk Hr 2026 Build Mit Project Description Barker Ranch Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 3 47 519 76 22 4 197 211 31 16 376 5 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT R LT R L TR L TR Flow Rate, v (veh/h)54 564 107 4 214 263 17 414 Percent Heavy Vehicles 5 5 5 5 5 5 5 5 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.048 0.501 0.095 0.004 0.190 0.234 0.015 0.368 Final Departure Headway, hd (s)7.68 6.95 9.08 8.03 8.34 7.77 8.27 7.77 Final Degree of Utilization, x 0.116 1.089 0.269 0.010 0.496 0.568 0.040 0.894 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)5.38 4.65 6.78 5.73 6.04 5.47 5.97 5.47 Capacity, Delay and Level of Service Flow Rate, v (veh/h)54 564 107 4 214 263 17 414 Capacity 469 518 396 448 432 463 436 463 95% Queue Length, Q₉₅ (veh)0.4 17.7 1.1 0.0 2.7 3.5 0.1 9.8 Control Delay (s/veh)11.4 91.3 15.1 10.8 19.0 20.2 11.3 47.4 Level of Service, LOS B F C B C C B E Approach Delay (s/veh)84.3 14.9 19.6 46.0 Approach LOS F B C E Intersection Delay, s/veh | LOS 50.7 F Copyright © 2021 University of Florida. All Rights Reserved.HCS™AWSC Version 7.6 Generated: 9/28/2021 11:25:31 AMBurnsBroadmoor2026BuildMitigatedAM.xaw HCM 6th Signalized Intersection Summary 1: Broadmoor Blvd & Burns Rd 09/27/2021 Barker Ranch TIA 2026 AM Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 47 519 76 22 4 197 211 31 16 376 5 Future Volume (veh/h) 3 47 519 76 22 4 197 211 31 16 376 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1411 1841 1870 1870 1796 1870 1693 1767 1841 1737 1841 1530 Adj Flow Rate, veh/h 3 51 564 83 24 4 214 229 34 17 409 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 33 4 2 2 7 2 14 9 4 11 4 25 Cap, veh/h 158 145 691 206 281 47 713 1052 156 331 519 6 Arrive On Green 0.08 0.08 0.08 0.05 0.19 0.19 0.36 0.70 0.70 0.29 0.29 0.29 Sat Flow, veh/h 1043 1841 1585 1781 1501 250 1612 1503 223 1037 1815 22 Grp Volume(v), veh/h 3 51 564 83 0 28 214 0 263 17 0 414 Grp Sat Flow(s),veh/h/ln 1043 1841 1585 1781 0 1751 1612 0 1726 1037 0 1837 Q Serve(g_s), s 0.2 2.1 0.0 0.0 0.0 1.1 0.0 0.0 4.3 1.0 0.0 16.6 Cycle Q Clear(g_c), s 1.3 2.1 0.0 0.0 0.0 1.1 0.0 0.0 4.3 5.3 0.0 16.6 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.13 1.00 0.01 Lane Grp Cap(c), veh/h 158 145 691 206 0 328 713 0 1209 331 0 526 V/C Ratio(X) 0.02 0.35 0.82 0.40 0.00 0.09 0.30 0.00 0.22 0.05 0.00 0.79 Avail Cap(c_a), veh/h 364 508 1005 279 0 746 713 0 1209 331 0 526 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.0 34.9 19.7 35.6 0.0 26.8 16.0 0.0 4.2 24.0 0.0 26.3 Incr Delay (d2), s/veh 0.0 1.5 3.5 1.3 0.0 0.1 0.2 0.0 0.4 0.3 0.0 11.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 1.7 14.1 2.8 0.0 0.8 4.4 0.0 2.2 0.5 0.0 13.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.1 36.4 23.2 36.9 0.0 26.9 16.3 0.0 4.7 24.3 0.0 37.6 LnGrp LOS D D C D A C B A A C A D Approach Vol, veh/h 618 111 477 431 Approach Delay, s/veh 24.3 34.4 9.9 37.1 Approach LOS C C A D Timer - Assigned Phs 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s 60.5 8.7 10.8 33.1 27.4 19.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 36.9 7.5 22.1 9.5 22.9 34.1 Max Q Clear Time (g_c+I1), s 6.3 2.0 4.1 2.0 18.6 3.1 Green Ext Time (p_c), s 1.6 0.1 2.2 0.3 1.0 0.1 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C HCM 6th Signalized Intersection Summary 2: Road 100 & Sandifur Parkway 10/28/2021 Barker Ranch TIA 2026 AM Build Synchro 11 Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 842 47 520 442 79 1071 Future Volume (veh/h) 842 47 520 442 79 1071 Initial Q (Qb), veh 0 0 0 0 0 0 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 1870 1841 1752 1856 1841 1856 Adj Flow Rate, veh/h 925 52 571 0 87 1177 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 4 10 3 4 3 Cap, veh/h 1072 484 1522 112 2035 Arrive On Green 0.31 0.31 0.46 0.00 0.06 0.58 Sat Flow, veh/h 3456 1560 3416 1572 1753 3618 Grp Volume(v), veh/h 925 52 571 0 87 1177 Grp Sat Flow(s),veh/h/ln1728 1560 1664 1572 1753 1763 Q Serve(g_s), s 20.2 1.9 9.0 0.0 3.9 16.9 Cycle Q Clear(g_c), s 20.2 1.9 9.0 0.0 3.9 16.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1072 484 1522 112 2035 V/C Ratio(X) 0.86 0.11 0.38 0.78 0.58 Avail Cap(c_a), veh/h 1317 595 1522 208 2035 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 26.0 19.7 14.2 0.0 36.9 10.7 Incr Delay (d2), s/veh 5.2 0.1 0.7 0.0 11.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln13.3 1.2 5.8 0.0 3.5 9.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.2 19.8 14.9 0.0 47.9 11.9 LnGrp LOS C B B D B Approach Vol, veh/h 977 571 A 1264 Approach Delay, s/veh 30.6 14.9 14.4 Approach LOS C B B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s9.6 41.1 50.7 29.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s9.5 26.5 40.5 30.5 Max Q Clear Time (g_c+I1), s5.9 11.0 18.9 22.2 Green Ext Time (p_c), s 0.1 3.3 8.8 2.6 Intersection Summary HCM 6th Ctrl Delay 20.1 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 3: Road 100 & I-182 WB Off Ramp 09/27/2021 Barker Ranch TIA 2026 AM Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 231 0 229 0 845 0 0 777 1162 Future Volume (veh/h) 0 0 0 231 0 229 0 845 0 0 777 1162 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1811 1870 1781 0 1781 0 0 1826 1870 Adj Flow Rate, veh/h 257 0 254 0 939 0 0 863 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %6 2 8 0 8 0 0 5 2 Cap, veh/h 372 0 315 0 2297 0 0 2355 Arrive On Green 0.21 0.00 0.21 0.00 0.68 0.00 0.00 0.68 0.00 Sat Flow, veh/h 1781 0 1510 0 3563 0 0 3561 1585 Grp Volume(v), veh/h 257 0 254 0 939 0 0 863 0 Grp Sat Flow(s),veh/h/ln 1781 0 1510 0 1692 0 0 1735 1585 Q Serve(g_s), s 10.7 0.0 12.8 0.0 9.9 0.0 0.0 8.5 0.0 Cycle Q Clear(g_c), s 10.7 0.0 12.8 0.0 9.9 0.0 0.0 8.5 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 372 0 315 0 2297 0 0 2355 V/C Ratio(X)0.69 0.00 0.81 0.00 0.41 0.00 0.00 0.37 Avail Cap(c_a), veh/h 635 0 538 0 2297 0 0 2355 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 29.3 0.0 30.1 0.0 5.7 0.0 0.0 5.5 0.0 Incr Delay (d2), s/veh 2.3 0.0 4.8 0.0 0.5 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 7.9 0.0 8.3 0.0 5.1 0.0 0.0 4.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.6 0.0 35.0 0.0 6.3 0.0 0.0 5.9 0.0 LnGrp LOS C A C A A A A A Approach Vol, veh/h 511 939 863 A Approach Delay, s/veh 33.2 6.3 5.9 Approach LOS C A A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 58.8 58.8 21.2 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 42.5 42.5 28.5 Max Q Clear Time (g_c+I1), s 11.9 10.5 14.8 Green Ext Time (p_c), s 7.6 6.8 1.9 Intersection Summary HCM 6th Ctrl Delay 12.1 HCM 6th LOS B Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 4: Road 100 & I-182 EB Off Ramp 09/27/2021 Barker Ranch TIA 2026 AM Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 556 2 346 0 0 0 0 895 440 396 608 0 Future Volume (veh/h) 556 2 346 0 0 0 0 895 440 396 608 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1796 1870 1870 0 1841 1870 1811 1841 0 Adj Flow Rate, veh/h 612 0 0 0 984 484 435 668 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 7 2 2 0 4 2 6 4 0 Cap, veh/h 705 0 0 1298 588 563 1255 0 Arrive On Green 0.21 0.00 0.00 0.00 0.37 0.37 0.25 0.68 0.00 Sat Flow, veh/h 3421 0 1585 0 3589 1585 1725 1841 0 Grp Volume(v), veh/h 612 0 0 0 984 484 435 668 0 Grp Sat Flow(s),veh/h/ln1711 0 1585 0 1749 1585 1725 1841 0 Q Serve(g_s), s 13.8 0.0 0.0 0.0 19.7 22.1 12.4 14.5 0.0 Cycle Q Clear(g_c), s 13.8 0.0 0.0 0.0 19.7 22.1 12.4 14.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 705 0 0 1298 588 563 1255 0 V/C Ratio(X) 0.87 0.00 0.00 0.76 0.82 0.77 0.53 0.00 Avail Cap(c_a), veh/h 783 0 0 1298 588 563 1255 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.7 0.0 0.0 0.0 22.0 22.8 24.8 6.4 0.0 Incr Delay (d2), s/veh 9.6 0.0 0.0 0.0 4.2 12.3 6.6 1.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln10.3 0.0 0.0 0.0 12.9 14.6 12.5 8.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.3 0.0 0.0 0.0 26.2 35.0 31.3 8.0 0.0 LnGrp LOS D A A C D C A A Approach Vol, veh/h 612 A 1468 1103 Approach Delay, s/veh 40.3 29.1 17.2 Approach LOS D C B Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s24.8 34.2 21.0 59.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s18.5 29.7 18.3 52.7 Max Q Clear Time (g_c+I1), s14.4 24.1 15.8 16.5 Green Ext Time (p_c), s 0.6 3.7 0.6 5.1 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/27/2021 Barker Ranch TIA 2026 AM Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 7 13 22 6 442 0 623 17 325 427 30 Future Volume (veh/h) 94 7 13 22 6 442 0 623 17 325 427 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 8 14 24 7 480 0 677 18 353 464 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 165 540 482 484 482 430 397 1296 34 483 950 68 Arrive On Green 0.06 0.30 0.30 0.02 0.27 0.27 0.00 0.37 0.37 0.14 0.55 0.55 Sat Flow, veh/h 1781 1777 1585 1781 1777 1585 1781 3536 94 1781 1726 123 Grp Volume(v), veh/h 102 8 14 24 7 480 0 340 355 353 0 497 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 1781 1777 1853 1781 0 1848 Q Serve(g_s), s 4.5 0.3 0.7 1.1 0.3 30.0 0.0 16.6 16.6 12.9 0.0 18.3 Cycle Q Clear(g_c), s 4.5 0.3 0.7 1.1 0.3 30.0 0.0 16.6 16.6 12.9 0.0 18.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.07 Lane Grp Cap(c), veh/h 165 540 482 484 482 430 397 651 679 483 0 1018 V/C Ratio(X) 0.62 0.01 0.03 0.05 0.01 1.12 0.00 0.52 0.52 0.73 0.00 0.49 Avail Cap(c_a), veh/h 204 540 482 547 482 430 516 651 679 783 0 1018 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 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.1 26.9 27.0 27.9 29.5 40.3 0.0 27.5 27.5 18.3 0.0 15.3 Incr Delay (d2), s/veh 3.8 0.0 0.0 0.0 0.0 79.1 0.0 3.0 2.9 2.2 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln3.7 0.3 0.5 0.8 0.2 30.2 0.0 11.6 12.0 8.8 0.0 11.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.9 26.9 27.1 27.9 29.5 119.4 0.0 30.4 30.3 20.5 0.0 17.0 LnGrp LOS C C C C C F A C C C A B Approach Vol, veh/h 124 511 695 850 Approach Delay, s/veh 32.7 113.8 30.4 18.4 Approach LOS C F C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s20.4 45.0 7.1 38.1 0.0 65.4 10.7 34.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s34.5 33.9 6.5 32.1 7.5 60.9 8.6 30.0 Max Q Clear Time (g_c+I1), s14.9 18.6 3.1 2.7 0.0 20.3 6.5 32.0 Green Ext Time (p_c), s 1.0 3.4 0.0 0.1 0.0 3.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.4 HCM 6th LOS D HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 10/28/2021 Barker Ranch TIA 2026 AM Build Synchro 11 Report MiITIGATED Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 94 7 13 22 6 442 0 623 17 329 427 30 Future Volume (veh/h) 94 7 13 22 6 442 0 623 17 329 427 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 8 14 24 7 480 0 677 18 358 464 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 409 540 482 484 507 661 395 1288 34 485 950 68 Arrive On Green 0.06 0.30 0.30 0.02 0.27 0.27 0.00 0.36 0.36 0.15 0.55 0.55 Sat Flow, veh/h 1781 1777 1585 1781 1870 1585 1781 3536 94 1781 1726 123 Grp Volume(v), veh/h 102 8 14 24 7 480 0 340 355 358 0 497 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1870 1585 1781 1777 1853 1781 0 1848 Q Serve(g_s), s 4.5 0.3 0.7 1.1 0.3 28.0 0.0 16.6 16.7 13.1 0.0 18.3 Cycle Q Clear(g_c), s 4.5 0.3 0.7 1.1 0.3 28.0 0.0 16.6 16.7 13.1 0.0 18.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 0.07 Lane Grp Cap(c), veh/h 409 540 482 484 507 661 395 647 675 485 0 1018 V/C Ratio(X) 0.25 0.01 0.03 0.05 0.01 0.73 0.00 0.53 0.53 0.74 0.00 0.49 Avail Cap(c_a), veh/h 448 540 482 547 507 661 514 647 675 781 0 1018 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 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.8 26.9 27.0 27.9 29.5 27.0 0.0 27.6 27.6 18.4 0.0 15.3 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.0 4.0 0.0 3.0 2.9 2.2 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln3.4 0.3 0.5 0.8 0.2 16.3 0.0 11.7 12.1 8.9 0.0 11.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.1 26.9 27.1 27.9 29.5 31.0 0.0 30.7 30.6 20.7 0.0 17.0 LnGrp LOS C C C C C C A C C C A B Approach Vol, veh/h 124 511 695 855 Approach Delay, s/veh 26.3 30.8 30.6 18.5 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s20.6 44.8 7.1 38.1 0.0 65.4 10.7 34.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s34.5 33.9 6.5 32.1 7.5 60.9 8.6 30.0 Max Q Clear Time (g_c+I1), s15.1 18.7 3.1 2.7 0.0 20.3 6.5 30.0 Green Ext Time (p_c), s 1.0 3.4 0.0 0.1 0.0 3.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Site Acces Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Barker Ranch Access Time Analyzed AM Peak Hour- Build Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 1 0 0 0 0 1 0 Configuration LT T R LR Volume (veh/h)5 402 168 49 140 15 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)5 168 Capacity, c (veh/h)1325 463 v/c Ratio 0.00 0.36 95% Queue Length, Q₉₅ (veh)0.0 1.6 Control Delay (s/veh)7.7 17.2 Level of Service (LOS)A C Approach Delay (s/veh)0.1 17.2 Approach LOS C Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 9/28/2021 11:42:11 AM BurnsSiteAccess2026Build_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Broadmoor Blvd/Site Acces Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 7/9/2021 East/West Street Barker Ranch Access Analysis Year 2026 North/South Street Broadmoor Blvd Time Analyzed AM Peak Hour- Build Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume (veh/h)0 118 37 180 278 0 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)128 40 Capacity, c (veh/h)735 1253 v/c Ratio 0.17 0.03 95% Queue Length, Q₉₅ (veh)0.6 0.1 Control Delay (s/veh)10.9 8.0 Level of Service (LOS)B A Approach Delay (s/veh)10.9 1.4 Approach LOS B Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 7/15/2021 8:35:45 AM BroadmoorSiteAccess2026Build_AM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Broadmoor Blvd Time Analyzed PM Peak Hour- Build Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 1 1 0 0 1 1 0 0 1 1 0 Configuration LTR L TR L TR L TR Volume (veh/h)3 42 348 30 52 13 581 337 78 7 271 5 Percent Heavy Vehicles (%)2 8 4 4 4 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 Critical Headway (sec)7.12 6.58 6.24 7.14 6.54 6.22 4.12 4.12 Base Follow-Up Headway (sec)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec)3.52 4.07 3.34 3.54 4.04 3.32 2.22 2.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)427 33 71 632 8 Capacity, c (veh/h)0 37 1261 1109 v/c Ratio 1.91 0.50 0.01 95% Queue Length, Q₉₅ (veh)7.7 2.9 0.0 Control Delay (s/veh)663.3 10.7 8.3 Level of Service (LOS)F B A Approach Delay (s/veh)6.2 0.2 Approach LOS Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 9/28/2021 11:37:02 AM BurnsBroadmoor2026Build_PM.xtw HCS7 All-Way Stop Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Broadmoor Blvd Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/18/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Broadmoor Blvd Analysis Time Period (hrs)0.25 Peak Hour Factor 0.92 Time Analyzed PM Pk Hr 2026 Build Mit Project Description Barker Ranch Lanes Vehicle Volume and Adjustments Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Volume 3 42 348 30 53 13 581 337 78 7 271 5 % Thrus in Shared Lane Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3 Configuration LT R LT R L TR L TR Flow Rate, v (veh/h)49 378 90 14 632 451 8 300 Percent Heavy Vehicles 5 5 5 5 5 5 5 5 Departure Headway and Service Time Initial Departure Headway, hd (s)3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 Initial Degree of Utilization, x 0.043 0.336 0.080 0.013 0.561 0.401 0.007 0.267 Final Departure Headway, hd (s)7.80 7.08 8.60 7.76 7.56 6.93 8.27 7.77 Final Degree of Utilization, x 0.106 0.744 0.216 0.030 1.326 0.868 0.017 0.647 Move-Up Time, m (s)2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Service Time, ts (s)5.50 4.78 6.30 5.46 5.26 4.63 5.97 5.47 Capacity, Delay and Level of Service Flow Rate, v (veh/h)49 378 90 14 632 451 8 300 Capacity 462 508 418 464 476 520 435 463 95% Queue Length, Q₉₅ (veh)0.4 6.3 0.8 0.1 27.9 9.4 0.1 4.5 Control Delay (s/veh)11.4 27.6 13.7 10.7 183.1 39.8 11.1 23.6 Level of Service, LOS B D B B F E B C Approach Delay (s/veh)25.8 13.3 123.4 23.3 Approach LOS D B F C Intersection Delay, s/veh | LOS 79.7 F Copyright © 2021 University of Florida. All Rights Reserved.HCS™AWSC Version 7.6 Generated: 9/28/2021 11:26:28 AMBurnsBroadmoor2026BuildMitigatedPM.xaw HCM 6th Signalized Intersection Summary 1: Broadmoor Blvd & Burns Rd 09/27/2021 Barker Ranch TIA 2026 PM Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 42 348 30 52 13 581 337 78 7 271 5 Future Volume (veh/h) 3 42 348 30 52 13 581 337 78 7 271 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1781 1841 1841 1841 1870 1870 1870 1856 1870 1856 1870 Adj Flow Rate, veh/h 3 45 370 32 55 14 618 359 83 7 288 5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 8 4 4 4 2 2 2 3 2 3 2 Cap, veh/h 341 348 696 301 391 100 739 917 212 386 588 10 Arrive On Green 0.20 0.20 0.20 0.03 0.28 0.28 0.25 0.62 0.62 0.32 0.32 0.32 Sat Flow, veh/h 1332 1781 1560 1753 1416 360 1781 1469 340 947 1818 32 Grp Volume(v), veh/h 3 45 370 32 0 69 618 0 442 7 0 293 Grp Sat Flow(s),veh/h/ln 1332 1781 1560 1753 0 1776 1781 0 1809 947 0 1850 Q Serve(g_s), s 0.2 1.9 15.5 1.3 0.0 2.6 19.3 0.0 10.9 0.5 0.0 11.5 Cycle Q Clear(g_c), s 0.2 1.9 15.5 1.3 0.0 2.6 19.3 0.0 10.9 0.5 0.0 11.5 Prop In Lane 1.00 1.00 1.00 0.20 1.00 0.19 1.00 0.02 Lane Grp Cap(c), veh/h 341 348 696 301 0 491 739 0 1129 386 0 598 V/C Ratio(X) 0.01 0.13 0.53 0.11 0.00 0.14 0.84 0.00 0.39 0.02 0.00 0.49 Avail Cap(c_a), veh/h 348 358 705 381 0 582 837 0 1129 386 0 598 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.2 29.9 18.1 26.0 0.0 24.5 13.6 0.0 8.4 20.8 0.0 24.5 Incr Delay (d2), s/veh 0.0 0.2 0.7 0.2 0.0 0.1 6.7 0.0 1.0 0.1 0.0 2.9 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 0.1 1.4 9.3 1.0 0.0 2.0 12.6 0.0 7.2 0.2 0.0 9.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.2 30.0 18.8 26.1 0.0 24.7 20.3 0.0 9.5 20.9 0.0 27.4 LnGrp LOS C C B C A C C A A C A C Approach Vol, veh/h 418 101 1060 300 Approach Delay, s/veh 20.1 25.1 15.8 27.2 Approach LOS C C B C Timer - Assigned Phs 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s 60.6 7.3 22.1 27.1 33.6 29.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 51.5 6.9 18.1 27.5 19.5 29.5 Max Q Clear Time (g_c+I1), s 12.9 3.3 17.5 21.3 13.5 4.6 Green Ext Time (p_c), s 3.0 0.0 0.1 1.2 0.8 0.3 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B HCM 6th Signalized Intersection Summary 2: Road 100 & Sandifur Parkway 09/27/2021 Barker Ranch TIA 2026 PM Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 820 147 978 998 71 636 Future Volume (veh/h) 820 147 978 998 71 636 Initial Q (Qb), veh 0 0 0 0 0 0 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 1870 1856 1870 1870 1870 1870 Adj Flow Rate, veh/h 882 158 1052 0 76 684 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 3 2 2 2 2 Cap, veh/h 970 441 1718 153 2201 Arrive On Green 0.28 0.28 0.64 0.00 0.09 0.62 Sat Flow, veh/h 3456 1572 3647 1585 1781 3647 Grp Volume(v), veh/h 882 158 1052 0 76 684 Grp Sat Flow(s),veh/h/ln1728 1572 1777 1585 1781 1777 Q Serve(g_s), s 22.2 7.2 15.7 0.0 3.7 8.2 Cycle Q Clear(g_c), s 22.2 7.2 15.7 0.0 3.7 8.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 970 441 1718 153 2201 V/C Ratio(X) 0.91 0.36 0.61 0.50 0.31 Avail Cap(c_a), veh/h 1018 463 1718 153 2201 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 31.3 25.9 11.1 0.0 39.3 8.1 Incr Delay (d2), s/veh 11.5 0.5 1.6 0.0 2.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln15.6 4.8 8.5 0.0 3.0 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.8 26.4 12.7 0.0 41.7 8.4 LnGrp LOS D C B D A Approach Vol, veh/h 1040 1052 A 760 Approach Delay, s/veh 40.3 12.7 11.8 Approach LOS D B B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s12.2 48.0 60.2 29.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s6.5 43.5 54.5 26.5 Max Q Clear Time (g_c+I1), s5.7 17.7 10.2 24.2 Green Ext Time (p_c), s 0.0 8.3 5.3 1.1 Intersection Summary HCM 6th Ctrl Delay 22.5 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 3: Road 100 & I-182 WB Off Ramp 09/27/2021 Barker Ranch TIA 2026 PM Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 338 0 391 0 1614 0 0 584 910 Future Volume (veh/h) 0 0 0 338 0 391 0 1614 0 0 584 910 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 0 0 1870 1870 Adj Flow Rate, veh/h 363 0 420 0 1735 0 0 628 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 0 2 0 0 2 2 Cap, veh/h 524 0 466 0 2152 0 0 2152 Arrive On Green 0.29 0.00 0.29 0.00 0.61 0.00 0.00 1.00 0.00 Sat Flow, veh/h 1781 0 1585 0 3741 0 0 3647 1585 Grp Volume(v), veh/h 363 0 420 0 1735 0 0 628 0 Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1777 0 0 1777 1585 Q Serve(g_s), s 16.3 0.0 22.9 0.0 33.9 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 16.3 0.0 22.9 0.0 33.9 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap(c), veh/h 524 0 466 0 2152 0 0 2152 V/C Ratio(X)0.69 0.00 0.90 0.00 0.81 0.00 0.00 0.29 Avail Cap(c_a), veh/h 584 0 520 0 2152 0 0 2152 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 28.1 0.0 30.5 0.0 13.7 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 3.1 0.0 17.5 0.0 3.3 0.0 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 11.2 0.0 15.6 0.0 18.2 0.0 0.0 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.2 0.0 48.0 0.0 17.0 0.0 0.0 0.3 0.0 LnGrp LOS C A D A B A A A Approach Vol, veh/h 783 1735 628 A Approach Delay, s/veh 40.2 17.0 0.3 Approach LOS D B A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 59.0 59.0 31.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 51.5 51.5 29.5 Max Q Clear Time (g_c+I1), s 35.9 2.0 24.9 Green Ext Time (p_c), s 11.0 4.8 1.6 Intersection Summary HCM 6th Ctrl Delay 19.5 HCM 6th LOS B Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 4: Road 100 & I-182 EB Off Ramp 09/27/2021 Barker Ranch TIA 2026 PM Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1338 1 804 0 0 0 0 703 254 302 624 0 Future Volume (veh/h) 1338 1 804 0 0 0 0 703 254 302 624 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 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 Adj Sat Flow, veh/h/ln 1870 1159 1870 0 1870 1856 1856 1870 0 Adj Flow Rate, veh/h 1440 0 0 0 756 273 325 671 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 50 2 0 2 3 3 2 0 Cap, veh/h 1578 0 0 794 351 405 855 0 Arrive On Green 0.44 0.00 0.00 0.00 0.22 0.22 0.18 0.46 0.00 Sat Flow, veh/h 3563 0 1585 0 3647 1572 1767 1870 0 Grp Volume(v), veh/h 1440 0 0 0 756 273 325 671 0 Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1777 1572 1767 1870 0 Q Serve(g_s), s 34.0 0.0 0.0 0.0 18.9 14.7 11.6 27.3 0.0 Cycle Q Clear(g_c), s 34.0 0.0 0.0 0.0 18.9 14.7 11.6 27.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 1578 0 0 794 351 405 855 0 V/C Ratio(X) 0.91 0.00 0.00 0.95 0.78 0.80 0.79 0.00 Avail Cap(c_a), veh/h 1738 0 0 794 351 405 855 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.4 0.0 0.0 0.0 34.5 32.8 33.3 20.7 0.0 Incr Delay (d2), s/veh 7.3 0.0 0.0 0.0 22.3 15.5 11.2 7.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln20.3 0.0 0.0 0.0 15.5 11.2 12.2 18.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.8 0.0 0.0 0.0 56.8 48.3 44.4 27.9 0.0 LnGrp LOS C A A E D D C A Approach Vol, veh/h 1440 A 1029 996 Approach Delay, s/veh 30.8 54.5 33.3 Approach LOS C D C Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s21.0 24.6 44.4 45.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s12.5 20.1 43.9 37.1 Max Q Clear Time (g_c+I1), s13.6 20.9 36.0 29.3 Green Ext Time (p_c), s 0.0 0.0 3.9 2.7 Intersection Summary HCM 6th Ctrl Delay 38.5 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/27/2021 Barker Ranch TIA 2026 PM Build Synchro 11 Report Existing WB Lane Config - Chapel Hill Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 2 2 38 9 326 3 326 24 593 579 86 Future Volume (veh/h) 65 2 2 38 9 326 3 326 24 593 579 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 2 2 41 10 354 3 354 26 645 629 93 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 173 465 397 473 437 390 249 1030 75 715 860 127 Arrive On Green 0.04 0.26 0.26 0.03 0.25 0.25 0.00 0.31 0.31 0.24 0.54 0.54 Sat Flow, veh/h 1781 1815 1552 1781 1777 1585 1781 3358 245 1781 1593 235 Grp Volume(v), veh/h 71 2 2 41 10 354 3 187 193 645 0 722 Grp Sat Flow(s),veh/h/ln1781 1777 1591 1781 1777 1585 1781 1777 1826 1781 0 1828 Q Serve(g_s), s 3.2 0.1 0.1 1.8 0.5 23.3 0.1 8.7 8.8 25.5 0.0 32.3 Cycle Q Clear(g_c), s 3.2 0.1 0.1 1.8 0.5 23.3 0.1 8.7 8.8 25.5 0.0 32.3 Prop In Lane 1.00 0.98 1.00 1.00 1.00 0.13 1.00 0.13 Lane Grp Cap(c), veh/h 173 455 407 473 437 390 249 545 560 715 0 987 V/C Ratio(X) 0.41 0.00 0.01 0.09 0.02 0.91 0.01 0.34 0.35 0.90 0.00 0.73 Avail Cap(c_a), veh/h 214 529 473 522 519 463 350 545 560 715 0 987 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.1 29.8 29.8 28.6 30.7 39.3 25.8 28.9 28.9 18.3 0.0 18.8 Incr Delay (d2), s/veh 1.6 0.0 0.0 0.1 0.0 19.4 0.0 1.7 1.7 14.8 0.0 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln2.5 0.1 0.1 1.4 0.4 16.4 0.1 6.9 7.1 18.3 0.0 19.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.6 29.8 29.8 28.7 30.8 58.8 25.8 30.6 30.6 33.1 0.0 23.6 LnGrp LOS C C C C C E C C C C A C Approach Vol, veh/h 75 405 383 1367 Approach Delay, s/veh 32.5 55.0 30.5 28.1 Approach LOS C E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s30.0 37.5 8.0 32.0 4.9 62.6 9.1 31.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s25.5 33.0 6.5 32.0 6.5 52.0 7.1 31.4 Max Q Clear Time (g_c+I1), s27.5 10.8 3.8 2.1 2.1 34.3 5.2 25.3 Green Ext Time (p_c), s 0.0 1.9 0.0 0.0 0.0 4.4 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 33.5 HCM 6th LOS C HCM 6th Signalized Intersection Summary 5: Road 100 & Chapel Hill 09/27/2021 Barker Ranch TIA 2026 PM Build Synchro 11 Report MITIGATED Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 65 2 2 38 9 326 3 326 24 593 579 86 Future Volume (veh/h) 65 2 2 38 9 326 3 326 24 593 579 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 2 2 41 10 354 3 354 26 645 629 93 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 416 367 314 404 359 699 301 1117 82 771 920 136 Arrive On Green 0.04 0.20 0.20 0.03 0.19 0.19 0.00 0.33 0.33 0.25 0.58 0.58 Sat Flow, veh/h 1781 1815 1552 1781 1870 1585 1781 3358 245 1781 1593 235 Grp Volume(v), veh/h 71 2 2 41 10 354 3 187 193 645 0 722 Grp Sat Flow(s),veh/h/ln1781 1777 1591 1781 1870 1585 1781 1777 1826 1781 0 1828 Q Serve(g_s), s 3.1 0.1 0.1 1.8 0.4 15.9 0.1 7.8 7.8 22.4 0.0 27.3 Cycle Q Clear(g_c), s 3.1 0.1 0.1 1.8 0.4 15.9 0.1 7.8 7.8 22.4 0.0 27.3 Prop In Lane 1.00 0.98 1.00 1.00 1.00 0.13 1.00 0.13 Lane Grp Cap(c), veh/h 416 360 322 404 359 699 301 591 608 771 0 1057 V/C Ratio(X) 0.17 0.01 0.01 0.10 0.03 0.51 0.01 0.32 0.32 0.84 0.00 0.68 Avail Cap(c_a), veh/h 463 573 513 460 592 897 411 591 608 785 0 1057 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 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.1 31.6 31.6 30.4 32.6 20.0 21.9 24.7 24.7 13.7 0.0 14.6 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.1 0.0 0.6 0.0 1.4 1.4 7.8 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln2.4 0.1 0.1 1.4 0.4 9.6 0.1 6.0 6.2 14.0 0.0 16.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.3 31.6 31.6 30.5 32.6 20.5 21.9 26.1 26.1 21.5 0.0 18.2 LnGrp LOS C C C C C C C C C C A B Approach Vol, veh/h 75 405 383 1367 Approach Delay, s/veh 30.4 21.8 26.0 19.7 Approach LOS C C C B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s29.2 37.5 7.9 24.6 4.9 61.8 8.9 23.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s25.5 33.0 6.5 32.0 6.5 52.0 7.1 31.4 Max Q Clear Time (g_c+I1), s24.4 9.8 3.8 2.1 2.1 29.3 5.1 17.9 Green Ext Time (p_c), s 0.3 1.9 0.0 0.0 0.0 4.8 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 21.5 HCM 6th LOS C HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Burns Road/Site Acces Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Burns Road Analysis Year 2026 North/South Street Barker Ranch Access Time Analyzed PM Peak Hour- Build Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 1 0 0 0 0 1 0 Configuration LT T R LR Volume (veh/h)17 282 449 158 96 11 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.13 6.43 6.23 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)18 116 Capacity, c (veh/h)924 345 v/c Ratio 0.02 0.34 95% Queue Length, Q₉₅ (veh)0.1 1.5 Control Delay (s/veh)9.0 20.6 Level of Service (LOS)A C Approach Delay (s/veh)0.7 20.6 Approach LOS C Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 9/28/2021 11:44:03 AM BurnsSiteAccess2026Build_PM.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst Montgomery Intersection Broadmoor Blvd/Site Acces Agency/Co.JUB Engineers Jurisdiction City of Pasco Date Performed 9/28/2021 East/West Street Barker Ranch Access Analysis Year 2026 North/South Street Broadmoor Blvd Time Analyzed PM Peak Hour- Build Peak Hour Factor 0.92 Intersection Orientation North-South Analysis Time Period (hrs)0.25 Project Description Barker Ranch TIA Lanes Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume (veh/h)0 74 119 226 208 0 Percent Heavy Vehicles (%)3 3 3 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)7.1 6.2 4.1 Critical Headway (sec)6.43 6.23 4.13 Base Follow-Up Headway (sec)3.5 3.3 2.2 Follow-Up Headway (sec)3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)80 129 Capacity, c (veh/h)811 1336 v/c Ratio 0.10 0.10 95% Queue Length, Q₉₅ (veh)0.3 0.3 Control Delay (s/veh)9.9 8.0 Level of Service (LOS)A A Approach Delay (s/veh)9.9 2.8 Approach LOS A Copyright © 2021 University of Florida. All Rights Reserved.HCS™TWSC Version 7.6 Generated: 9/28/2021 11:20:29 AM BroadmoorSiteAccess2026Build_PM.xtw Barker Ranch Traffic Impact Analysis Pasco, WA Appendix C In-Process Trips Parks at Riversbend Burns Road Duplexes Summary Spreadsheet Trips representing the Parks at Riversbend Burns/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hour Total 77 153 27 9 230 4 3 25 169 66 14 2 779 2021 Peak Hour @ 2%per year 80 159 28 9 239 4 3 26 176 69 15 2 810 Year 2026 Growth @2%/year 88 176 31 10 264 5 3 29 194 76 16 2 894 In-Process Trips-Parks at Riversbend 52 9 157 3 221 In-Process Trip-Burns Rd Duplexes 11 2 39 1 53 2026 No-Build 151 176 31 10 264 5 3 40 390 76 20 2 1168 Project Trips all Phases 46 35 6 112 7 129 2 2 339 *2026 Build 197 211 31 16 376 5 3 47 519 76 22 4 1507 *Does not include 5% of Project related trips that go west on Burns Road Sandifur/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hour Total 0 341 385 27 594 0 0 0 0 733 0 27 2107 2021 Peak Hour @ 2%per year 0 355 401 28 618 0 0 0 0 763 0 28 2193 Year 2026 Growth @2%/year 0 392 442 31 682 0 0 0 0 842 0 31 2420 In-Process Trips-Parks at Riversbend 46 17 140 6 209 In-Process Trip-Burns Rd Duplexes 10 4 35 1 50 2026 No-Build 0 448 442 52 857 0 0 0 0 842 0 38 2679 Project Trips all Phases 72 27 214 9 322 2026 Build 0 520 442 79 1071 0 0 0 0 842 0 47 3001 I-182 Westbound ramps/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hour Total 0 666 560 0 538 811 0 0 0 201 0 175 2951 2021 Peak Hour @ 2%per year 0 693 583 0 560 844 0 0 0 209 0 182 3071 Year 2026 Growth @2%/year 0 765 643 0 618 932 0 0 0 231 0 201 3390 In-Process Trips-Parks at Riversbend 29 53 87 17 186 In-Process Trip-Burns Rd Duplexes 6 13 22 4 45 2026 No-Build 0 800 643 0 684 1041 0 0 0 231 0 222 3621 Project Trips all Phases 45 93 121 7 266 2026 Build 0 845 643 0 777 1162 0 0 0 231 0 229 3887 I-182 Eastbound ramps/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hour Total 0 776 383 218 518 0 418 2 301 0 0 0 2616 2021 Peak Hour @ 2%per year 0 807 398 227 539 0 435 2 313 0 0 0 2721 Year 2026 Growth @2%/year 0 891 440 250 595 0 480 2 346 0 0 0 3004 In-Process Trips-Parks at Riversbend 53 29 82 In-Process Trip-Burns Rd Duplexes 13 6 19 2026 No-Build 0 891 440 316 595 0 515 2 346 0 0 0 3105 Project Trips all Phases 4 80 13 41 138 2026 Build 0 895 440 396 608 0 556 2 346 0 0 0 3243 Chapel Hill/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hour Total 0 542 15 275 372 26 82 6 11 19 5 381 1734 2021 Peak Hour @ 2%per year 0 564 16 286 387 27 85 6 11 20 5 396 1803 Year 2026 Growth @2%/year 0 623 17 316 427 30 94 7 13 22 6 438 1993 In-Process Trips-Parks at Riversbend 0 In-Process Trip-Burns Rd Duplexes 0 2026 No-Build 0 623 17 316 427 30 94 7 13 22 6 438 1993 Project Trips all Phases 13 4 17 2026 Build 0 623 17 329 427 30 94 7 13 22 6 442 2010 Northbound Southbound Eastbound Westbound Total Hourly Volume Northbound Southbound Eastbound Westbound Total Hourly Volume Northbound Southbound Eastbound Westbound Total Hourly Volume Northbound Southbound Eastbound Westbound Total Hourly Volume AM Peak HourTurning Movement Volumes Northbound Southbound Eastbound Westbound Total Hourly Volume Burns/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hr Total 186 190 68 3 175 4 3 26 116 26 28 5 830 2021 Peak Hour @ 2%per year 194 198 71 3 182 4 3 27 121 27 29 5 864 Year 2026 Growth @2%/year 214 218 78 3 201 5 3 30 133 30 32 6 953 In-Process Trips-Parks at Riversbend 177 6 103 10 296 In-Process Trip-Burns Rd Duplexes 39 1 23 2 65 2026 No-Build 430 218 78 3 201 5 3 37 259 30 44 6 1314 Project Trips all Phases 151 119 4 70 5 89 8 7 453 *2026 Build 581 337 78 7 271 5 3 42 348 30 52 13 1767 Sandifur/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hr Total 0 475 869 34 333 0 0 0 0 714 0 39 2464 2021 Peak Hour @ 2%per year 0 494 904 35 346 0 0 0 0 743 0 41 2563 Year 2026 Growth @2%/year 0 546 998 39 383 0 0 0 0 820 0 45 2831 In-Process Trips-Parks at Riversbend 157 11 92 59 319 In-Process Trip-Burns Rd Duplexes 35 3 20 13 71 2026 No-Build 0 738 998 53 495 0 0 0 0 820 0 117 3221 Project Trips all Phases 240 18 141 30 429 2026 Build 0 978 998 71 636 0 0 0 0 820 0 147 3650 I-182 Westbound ramps/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hr Total 0 1170 357 0 417 663 0 0 0 294 2 199 3102 2021 Peak Hour @ 2%per year 0 1217 371 0 434 690 0 0 0 306 2 207 3227 Year 2026 Growth @2%/year 0 1344 410 0 479 762 0 0 0 338 2 229 3564 In-Process Trips-Parks at Riversbend 98 35 57 59 249 In-Process Trip-Burns Rd Duplexes 22 8 12 13 55 2026 No-Build 0 1464 410 0 522 831 0 0 0 338 2 301 3868 Project Trips all Phases 150 62 79 90 381 2026 Build 0 1614 410 0 584 910 0 0 0 338 2 391 4249 I-182 Eastbound ramps/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hr Total 0 599 221 179 535 0 943 1 700 0 0 0 3178 2021 Peak Hour @ 2%per year 0 623 230 186 557 0 981 1 728 0 0 0 3306 Year 2026 Growth @2%/year 0 688 254 206 615 0 1083 1 804 0 0 0 3651 In-Process Trips-Parks at Riversbend 35 98 133 In-Process Trip-Burns Rd Duplexes 8 22 30 2026 No-Build 0 688 254 249 615 0 1203 1 804 0 0 0 3814 Project Trips all Phases 15 53 9 135 212 2026 Build 0 703 254 302 624 0 1338 1 804 0 0 0 4026 Chapel Hill/Broadmoor Scenario Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2019 Peak Hr Total 3 284 21 508 504 75 57 2 2 33 8 271 1768 2021 Peak Hour @ 2%per year 3 295 22 529 524 78 59 2 2 34 8 282 1838 Year 2026 Growth @2%/year 3 326 24 584 579 86 65 2 2 38 9 311 2029 In-Process Trips-Parks at Riversbend 0 In-Process Trip-Burns Rd Duplexes 0 2026 No-Build 3 326 24 584 579 86 65 2 2 38 9 311 2029 Project Trips all Phases 9 15 24 2026 Build 3 326 24 593 579 86 65 2 2 38 9 326 2053 Westbound Total Hourly Volume Westbound Total Hourly Volume Northbound Southbound Eastbound Westbound Total Hourly Volume Northbound Southbound Eastbound Total Hourly Volume Northbound Southbound Southbound Eastbound Westbound Total Hourly Volume Westbound Northbound Eastbound PM Peak Hour Turning Movement Volumes Northbound Southbound Eastbound Barker Ranch Traffic Impact Analysis Pasco, WA Appendix D Barker Ranch Site Plan 1 OF 1 Mar 11, 2021 Date: 0108.00 JF Eng. Job #ENGINEERING PLLC Drawn by: DAK7500 W Clearwater, STE A Kennewick, WA 99336 509.551.8174 www.JFEngineering.pro Scale: 1"=300' BU R N S R O A D ROAD 104 BROADMOOR BLVD GREEN LANE ORANGE LANE RED LANE ROAD 108 BLUE LANE LA N E E LA N E C LA N E C LA N E E LA N E D LA N E B LA N E A LA N E A LA N E B LA N E C LA N E F LANE D BYERS RD. BA R K E R H E I G H T S B A R K E R R A N C H 1 S T A D D I T I O N BA R K E R R A N C H B A R K E R R A N C H 1 S T A D D I T I O N BA R K E R R A N C H BA R K E R H E I G H T S BARKER RANCH - 101 LOTS BARKER RANCH 1st ADDITION - 206 LOTS BARKER RANCH HEIGHTS - 170 LOTS TOTAL LOTS - 477 LOTS BARKER RANCH A site in the City of Pasco, WA Exhibit for: 0 300 1"=300' 60060 Barker Ranch Traffic Impact Analysis Pasco, WA Appendix E Safety Analysis COUNTY JURISDI CTION CITY PRIMARY TRAFFICWAY BLOCK NUMBE R INTERSE CTING TRAFFIC WAY DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REFEREN CE POINT NAME MILEP OST DATE TIME MOST SEVERE INJURY TYPE # INJ # FAT # VEH JUNCTION RELATIONSHIP FIRST COLLISION TYPE / OBJECT STRUCK VEHICLE 1 ACTION VEHICLE 2 ACTION MV DRIVER CONTRIBUTING CIRCUMSTANCE 1 (UNIT 1) MV DRIVER CONTRIBUTI NG CIRCUMSTAN CE 1 (UNIT 2) VEHICLE 1 COMPASS DIRECTION FROM VEHICLE 1 COMPASS DIRECTION TO VEHICLE 2 COMPASS DIRECTION FROM VEHICLE 2 COMPASS DIRECTION TO Franklin City StreetPasco BROADMOOR BLVD 0 BURNS RD 08/19/2019 10:38 No Apparent Injury 0 0 3 At Intersection and Related From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing Follow Too Closely None South North South East Franklin City StreetPasco BROADMOOR BLVD 0 BURNS RD 03/14/2017 07:53 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn Disregard Stop Sign - Flashing RedNone West East South West Franklin City StreetPasco BROADMOOR BLVD 0 BURNS RD 08/12/2017 22:36 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Right Turn Other Driver Not DistractedWest East North West Franklin City StreetPasco BROADMOOR BLVD 0 BURNS RD 09/26/2018 13:00 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Going Straight Ahead Going Straight Ahead Did Not Grant RW to VehicleNone West East South North Franklin City StreetPasco BROADMOOR BLVD 0 BURNS RD 12/10/2016 20:40 Possible Injury 2 0 2 At Intersection and Related Entering at angle Going Straight Ahead Going Straight Ahead Inattention None West East South North Franklin City StreetPasco BURNS RD 0 BROADMOOR BLVD 12/31/2019 23:01 Suspected Minor Injury 1 0 2 At Intersection and Related Entering at angle Going Straight Ahead Going Straight Ahead Disregard Traffic Sign and SignalsNone West East North South Franklin City StreetPasco BURNS RD 0 BROADMOOR BLVD 11/18/2016 18:05 Serious Injury 2 0 2 At Intersection and Related Entering at angle Going Straight Ahead Going Straight Ahead Disregard Stop Sign - Flashing RedNone East West North South Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 02/02/2019 16:20 Suspected Minor Injury 1 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 04/07/2019 11:54 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn/Merge None North East South North Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 10/07/2019 12:10 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 01/10/2020 06:57 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 04/13/2020 20:35 Suspected Minor Injury 6 0 2 At Intersection and Related Entering at angle Making Left Turn Going Straight Ahead Apparently Ill None North East East West Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 04/30/2020 19:30 Suspected Minor Injury 1 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Disregard Traffic Sign and SignalsNone North East South North Franklin City StreetPasco BROADMOOR BLVD SANDIFUR PKWY 11/18/2020 17:47 Suspected Minor Injury 2 0 3 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 05/04/2017 11:46 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 04/06/2018 22:40 Possible Injury 2 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Other None North East South North Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 10/28/2018 12:10 Possible Injury 4 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Inattention None North East South North Franklin City StreetPasco BROADMOOR BLVD 0 SANDIFUR PKWY 10/31/2018 10:12 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn None None South North East South Franklin City StreetPasco BROADMOOR BLVD 4800 SANDIFUR PKWY 02/08/2016 08:49 No Injury 0 0 3 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn Disregard Stop and Go LightNone North South East South Franklin City StreetPasco BROADMOOR BLVD 4800 SANDIFUR PKWY 03/31/2016 15:10 No Injury 0 0 2 At Driveway within Major Intersection Entering at angle Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone East South South North Franklin City StreetPasco BROADMOOR BLVD 4800 SANDIFUR PKWY 05/31/2016 15:06 Possible Injury 1 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn Did Not Grant RW to VehicleNone South North East South Franklin City StreetPasco BROADMOOR BLVD 0 150 F S SANDIFUR PKWY 09/13/2017 17:42 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead Driver Distractions Outside VehicleDriver Not DistractedSouth North South North Franklin City StreetPasco BROADMOOR BLVD 3200 102 F S SANDIFUR PKWY 04/16/2018 17:12 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead Did Not Grant RW to VehicleNone South East South North Franklin City StreetPasco SANDIFUR PKWY 0 BROADMOOR BLVD 02/28/2019 07:43 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing Other Contributing Circ Not ListedNone East West Franklin City StreetPasco SANDIFUR PKWY 0 BROADMOOR BLVD 12/08/2017 19:58 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn None North East South North Franklin City StreetPasco SANDIFUR PKWY 0 BROADMOOR BLVD 10/04/2018 20:20 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Inattention None East West Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.00 03/15/2020 18:56 Suspected Minor Injury 1 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn Disregard Traffic Sign and SignalsNone South North East South Franklin State RoutePasco 182LX00731 0.00 02/17/2017 18:06 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Driver Not Distracted None North South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.00 03/15/2017 10:17 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Making Left Turn Going Straight Ahead Disregard Stop and Go LightNone East South South North Franklin State RoutePasco 182LX00731 0.00 04/23/2017 01:45 Possible Injury 1 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Right Turn Driver Not Distracted Other South North East North Franklin State RoutePasco 182LX00731 0.00 08/22/2018 13:47 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Inattention None South North Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.00 10/27/2016 17:46 No Injury 0 0 2 At Intersection and Related Same direction -- both turning right -- both moving -- rear end Making Right Turn Making Right Turn Follow Too Closely None North West North West Franklin State RoutePasco 182LX00731 0.01 06/26/2019 16:48 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing Follow Too Closely None South North South North Franklin State RoutePasco 182R100764 0.30 11/07/2019 13:31 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing Follow Too Closely None East West East West Franklin State RoutePasco 182R100764 0.36 04/10/2018 19:39 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Merging (Entering Traffic)Stopped at Signal or Stop Sign Inattention Inattention West North West North Franklin State RoutePasco 182LX00731 0.04 12/19/2018 17:18 No Apparent Injury 0 0 3 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Follow Too Closely None South North Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.09 06/14/2018 17:08 No Apparent Injury 0 0 3 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Inattention None South North Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.16 03/21/2018 14:38 Possible Injury 1 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None North South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.18 12/17/2019 15:06 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Slowing Stopped for Traffic Operating Handheld Cell PhoneNone North South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.20 09/25/2019 14:08 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Starting in Traffic Lane Stopped at Signal or Stop Sign Follow Too Closely None North South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.20 09/24/2018 07:18 Possible Injury 1 0 3 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None North South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.22 01/04/2019 17:19 Possible Injury 2 0 3 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Follow Too Closely None North South North Vehicle Stopped Franklin State RoutePasco 182LX00731 0.22 11/04/2019 21:09 Possible Injury 1 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Inattention None North South North South Franklin State RoutePasco 182LX00731 0.22 08/11/2020 08:44 No Apparent Injury 0 0 2 At Intersection and Related Same direction -- both turning right -- both moving -- sideswipe Making Left Turn Making Left Turn Improper Turn/Merge None West North West North Franklin State Route 182LX00731 0.23 12/04/2020 16:33 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Follow Too Closely None North East North East Franklin State RoutePasco 182LX00731 0.23 01/09/2020 16:20 Suspected Minor Injury 2 0 3 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn/Merge None North East South North Franklin State RoutePasco 182LX00731 0.23 02/19/2020 22:27 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Making Left Turn Going Straight Ahead Disregard Traffic Sign and SignalsNone West North North South Franklin State RoutePasco 182LX00731 0.23 08/16/2020 16:53 Suspected Serious Injury 1 0 2 At Intersection and Related Entering at angle Making Right Turn Going Straight Ahead Exceeding Reas. Safe SpeedNone West South South North Franklin State RoutePasco 182LX00731 0.23 09/02/2020 10:27 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn Did Not Grant RW to VehicleDid Not Grant RW to VehicleSouth North West North Franklin State RoutePasco 182LX00731 0.23 02/23/2017 21:58 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Making Left Turn Going Straight Ahead Other None West North North South Franklin State RoutePasco 182LX00731 0.23 09/21/2017 16:45 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Driver Distractions Outside VehicleDriver Not DistractedNorth South South Vehicle Stopped Franklin State RoutePasco 182LX00731 0.23 10/29/2017 17:26 Possible Injury 1 0 2 At Intersection and Related Same direction -- both turning left -- both moving -- rear end Making Left Turn Making Left Turn Follow Too Closely None West North West North Franklin State RoutePasco 182LX00731 0.23 11/16/2017 16:05 Possible Injury 3 0 3 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn None North East South North Franklin State RoutePasco 182LX00731 0.23 02/08/2018 16:16 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Making Left Turn Stopped at Signal or Stop Sign Improper Turn None West North North Vehicle Stopped Franklin State RoutePasco 182LX00731 0.23 05/03/2018 18:01 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None South North Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.23 07/06/2018 09:19 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn Disregard Stop and Go LightNone North South West North Franklin State RoutePasco 182LX00731 0.23 09/28/2018 12:47 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Did Not Grant RW to VehicleNone South North South North Franklin State RoutePasco 182LX00731 0.23 12/17/2018 17:46 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Making Left Turn Making Left Turn Inattention None North East West North Franklin State RoutePasco 182LX00731 0.23 03/21/2016 17:13 No Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Inattention None North South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182LX00731 0.23 04/19/2016 16:50 Possible Injury 2 0 2 At Intersection and Not Related From same direction - both going straight - both moving - rear-end Going Straight Ahead Going Straight Ahead Inattention None South North South North Franklin State RoutePasco 182LX00731 0.23 04/25/2016 12:12 No Injury 0 0 2 At Intersection and Related From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead Did Not Grant RW to VehicleNone North South North South Franklin State RoutePasco 182LX00731 0.23 08/05/2016 10:00 Possible Injury 1 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn Inattention None North South West North Franklin State RoutePasco 182LX00731 0.23 10/04/2016 18:30 No Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None South North South Vehicle Stopped Franklin State RoutePasco 182LX00731 0.23 10/13/2016 11:56 No Injury 0 0 2 At Intersection and Related Same direction -- both turning right -- both moving -- rear end Making Right Turn Making Right Turn None Follow Too CloselySouth East South East Franklin State RoutePasco 182LX00731 0.23 12/05/2016 17:06 No Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None South North South North Franklin State RoutePasco 182LX00731 0.25 11/16/2017 07:57 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing Follow Too Closely None South North South North Franklin State RoutePasco 182LX00731 0.25 04/24/2018 14:52 Possible Injury 1 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - rear-end Going Straight Ahead Going Straight Ahead Follow Too Closely None North South North South Franklin State RoutePasco 182LX00731 0.28 09/26/2019 16:30 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Inattention None South North South Vehicle Stopped Franklin State RoutePasco 182P100695 0.30 12/20/2019 14:04 Possible Injury 1 0 3 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Exceeding Reas. Safe SpeedNone West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.30 01/28/2017 13:57 Possible Injury 1 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead Inattention None West East West East Franklin State RoutePasco 182P100695 0.31 10/13/2019 20:43 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - sideswipe Changing Lanes Slowing Improper Passing None West South West South Franklin State RoutePasco 182P100695 0.31 09/25/2020 07:47 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead Did Not Grant RW to VehicleNone West East West East Franklin State RoutePasco 182P100695 0.32 02/16/2018 16:59 Possible Injury 1 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - rear-end Going Straight Ahead Going Straight Ahead Inattention None West East West East Franklin State RoutePasco 182P100695 0.33 03/07/2019 08:50 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Exceeding Reas. Safe SpeedNone West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 08/25/2020 11:15 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Starting in Traffic Lane Stopped at Signal or Stop Sign Did Not Grant R/W to Non MotoristNone West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 02/25/2017 13:10 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 10/17/2017 13:38 No Apparent Injury 0 0 2 At Intersection and Related Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped for Traffic Inattention None West South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 02/06/2018 17:50 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Follow Too Closely None West South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 01/11/2016 10:56 No Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Under Influence of AlcoholNone West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 01/14/2016 16:34 No Injury 0 0 2 At Intersection and Related Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped at Signal or Stop Sign Inattention None West South West South Franklin State RoutePasco 182P100695 0.33 11/21/2016 06:50 No Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Merging (Entering Traffic)Merging (Entering Traffic)Driver Distractions Outside VehicleNone North South North South Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 01/04/2019 16:49 Suspected Minor Injury 2 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn/Merge None North East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 03/28/2019 11:32 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Unknown Distraction Unknown DistractionNorth East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 04/25/2019 12:12 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn None None South North North East Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 06/21/2019 22:38 Possible Injury 4 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 11/23/2019 23:13 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 02/20/2020 06:38 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 4827 CHAPEL HILL BLVD 08/29/2020 22:20 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Under Influence of AlcoholNone North South Vehicle StoppedVehicle Stopped Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 05/14/2017 13:24 Possible Injury 2 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None East West Vehicle StoppedVehicle Stopped Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 06/19/2017 12:22 Suspected Minor Injury 1 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 02/04/2018 17:01 Suspected Serious Injury 1 0 2 At Intersection and Related Entering at angle Making Right Turn Stopped at Signal or Stop Sign Improper Turn None East North Vehicle StoppedVehicle Stopped Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 07/06/2018 07:35 Suspected Minor Injury 1 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn Disregard Stop and Go LightNone North South West North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 10/26/2018 07:24 Possible Injury 1 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Inattention None North East South North Franklin City StreetPasco BROADMOOR BLVD 4800 CHAPEL HILL BLVD 04/26/2016 15:52 No Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn Disregard Stop and Go LightNone South North North East Franklin City StreetPasco BROADMOOR BLVD 4800 CHAPEL HILL BLVD 10/24/2016 17:44 No Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn None North East South North Franklin City StreetPasco BROADMOOR BLVD 4800 300 F N CHAPEL HILL BLVD 10/24/2019 17:33 Possible Injury 1 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Inattention None North South Vehicle StoppedVehicle Stopped Franklin City StreetPasco BROADMOOR BLVD 4800 100 F N CHAPEL HILL BLVD 03/29/2017 16:51 No Apparent Injury 0 0 2 Not at Intersection and Not Related From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead Did Not Grant RW to VehicleNone South North South North Franklin City StreetPasco BROADMOOR BLVD 4700 123 F S CHAPEL HILL BLVD 05/07/2018 18:57 No Apparent Injury 0 0 1 Intersection Related but Not at IntersectionLinear Curb Making Left Turn Inattention East South Franklin City StreetPasco BROADMOOR BLVD/ROAD 1000 CHAPEL HILL BLVD 09/06/2019 08:52 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Going Straight Ahead Going Straight Ahead Did Not Grant RW to VehicleNone North South East West Franklin City StreetPasco CHAPEL HILL BLVD 0 BROADMOOR BLVD 10/01/2019 16:31 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None East West Vehicle StoppedVehicle Stopped Franklin City StreetPasco CHAPEL HILL BLVD 10399 BROADMOOR BLVD 08/22/2020 14:20 No Apparent Injury 0 0 2 At Intersection and Related From same direction - one right turn - one straight Going Straight Ahead Making Right Turn Follow Too Closely None East West East North Franklin City StreetPasco CHAPEL HILL BLVD 0 BROADMOOR BLVD 05/11/2017 20:22 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one right turn Making Right Turn Making Left Turn Improper Turn None East North West North Franklin City StreetPasco CHAPEL HILL BLVD 0 BROADMOOR BLVD 11/05/2018 07:39 Possible Injury 1 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Inattention None East North East North Franklin City StreetPasco CHAPEL HILL BLVD 10000 30 F E BROADMOOR BLVD 07/25/2020 09:31 No Apparent Injury 0 0 3 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - rear-end Slowing Going Straight Ahead Other Contributing Circ Not ListedOther Contributing Circ Not ListedEast North East West Franklin City StreetPasco ROAD 100/BROADMOOR BLVD0 CHAPEL HILL BLVD 07/26/2018 22:12 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn None North East South North Franklin State RoutePasco 182LX00731 0.28 09/26/2019 16:30 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Inattention None South North South Vehicle Stopped Franklin State RoutePasco 182P100695 0.30 12/20/2019 14:04 Possible Injury 1 0 3 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Exceeding Reas. Safe SpeedNone West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.30 01/28/2017 13:57 Possible Injury 1 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead Inattention None West East West East Franklin State RoutePasco 182P100695 0.31 10/13/2019 20:43 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - sideswipe Changing Lanes Slowing Improper Passing None West South West South Franklin State RoutePasco 182P100695 0.31 09/25/2020 07:47 No Apparent Injury 0 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead Did Not Grant RW to VehicleNone West East West East Franklin State RoutePasco 182P100695 0.32 02/16/2018 16:59 Possible Injury 1 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - rear-end Going Straight Ahead Going Straight Ahead Inattention None West East West East Franklin State RoutePasco 182P100695 0.33 03/07/2019 08:50 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Exceeding Reas. Safe SpeedNone West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 08/25/2020 11:15 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Starting in Traffic Lane Stopped at Signal or Stop Sign Did Not Grant R/W to Non MotoristNone West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 02/25/2017 13:10 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 10/17/2017 13:38 No Apparent Injury 0 0 2 At Intersection and Related Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped for Traffic Inattention None West South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 02/06/2018 17:50 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Follow Too Closely None West South Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 01/11/2016 10:56 No Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Under Influence of AlcoholNone West East Vehicle StoppedVehicle Stopped Franklin State RoutePasco 182P100695 0.33 01/14/2016 16:34 No Injury 0 0 2 At Intersection and Related Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped at Signal or Stop Sign Inattention None West South West South Franklin State RoutePasco 182P100695 0.33 11/21/2016 06:50 No Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Merging (Entering Traffic)Merging (Entering Traffic)Driver Distractions Outside VehicleNone North South North South Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 01/04/2019 16:49 Suspected Minor Injury 2 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn/Merge None North East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 03/28/2019 11:32 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Unknown Distraction Unknown DistractionNorth East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 04/25/2019 12:12 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn None None South North North East Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 06/21/2019 22:38 Possible Injury 4 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 11/23/2019 23:13 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 02/20/2020 06:38 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 4827 CHAPEL HILL BLVD 08/29/2020 22:20 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Under Influence of AlcoholNone North South Vehicle StoppedVehicle Stopped Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 05/14/2017 13:24 Possible Injury 2 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None East West Vehicle StoppedVehicle Stopped Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 06/19/2017 12:22 Suspected Minor Injury 1 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Did Not Grant RW to VehicleNone North East South North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 02/04/2018 17:01 Suspected Serious Injury 1 0 2 At Intersection and Related Entering at angle Making Right Turn Stopped at Signal or Stop Sign Improper Turn None East North Vehicle StoppedVehicle Stopped Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 07/06/2018 07:35 Suspected Minor Injury 1 0 2 At Intersection and Related Entering at angle Going Straight Ahead Making Left Turn Disregard Stop and Go LightNone North South West North Franklin City StreetPasco BROADMOOR BLVD 0 CHAPEL HILL BLVD 10/26/2018 07:24 Possible Injury 1 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Inattention None North East South North Franklin City StreetPasco BROADMOOR BLVD 4800 CHAPEL HILL BLVD 04/26/2016 15:52 No Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn Disregard Stop and Go LightNone South North North East Franklin City StreetPasco BROADMOOR BLVD 4800 CHAPEL HILL BLVD 10/24/2016 17:44 No Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn None North East South North Franklin City StreetPasco BROADMOOR BLVD 4800 300 F N CHAPEL HILL BLVD 10/24/2019 17:33 Possible Injury 1 0 2 Intersection Related but Not at IntersectionFrom same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Inattention None North South Vehicle StoppedVehicle Stopped Franklin City StreetPasco BROADMOOR BLVD 4800 100 F N CHAPEL HILL BLVD 03/29/2017 16:51 No Apparent Injury 0 0 2 Not at Intersection and Not Related From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead Did Not Grant RW to VehicleNone South North South North Franklin City StreetPasco BROADMOOR BLVD 4700 123 F S CHAPEL HILL BLVD 05/07/2018 18:57 No Apparent Injury 0 0 1 Intersection Related but Not at IntersectionLinear Curb Making Left Turn Inattention East South Franklin City StreetPasco BROADMOOR BLVD/ROAD 1000 CHAPEL HILL BLVD 09/06/2019 08:52 No Apparent Injury 0 0 2 At Intersection and Related Entering at angle Going Straight Ahead Going Straight Ahead Did Not Grant RW to VehicleNone North South East West Franklin City StreetPasco CHAPEL HILL BLVD 0 BROADMOOR BLVD 10/01/2019 16:31 No Apparent Injury 0 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign Follow Too Closely None East West Vehicle StoppedVehicle Stopped Franklin City StreetPasco CHAPEL HILL BLVD 10399 BROADMOOR BLVD 08/22/2020 14:20 No Apparent Injury 0 0 2 At Intersection and Related From same direction - one right turn - one straight Going Straight Ahead Making Right Turn Follow Too Closely None East West East North Franklin City StreetPasco CHAPEL HILL BLVD 0 BROADMOOR BLVD 05/11/2017 20:22 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one right turn Making Right Turn Making Left Turn Improper Turn None East North West North Franklin City StreetPasco CHAPEL HILL BLVD 0 BROADMOOR BLVD 11/05/2018 07:39 Possible Injury 1 0 2 At Intersection and Related From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic Inattention None East North East North Franklin City StreetPasco CHAPEL HILL BLVD 10000 30 F E BROADMOOR BLVD 07/25/2020 09:31 No Apparent Injury 0 0 3 Intersection Related but Not at IntersectionFrom same direction - both going straight - both moving - rear-end Slowing Going Straight Ahead Other Contributing Circ Not ListedOther Contributing Circ Not ListedEast North East West Franklin City StreetPasco ROAD 100/BROADMOOR BLVD0 CHAPEL HILL BLVD 07/26/2018 22:12 No Apparent Injury 0 0 2 At Intersection and Related From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead Improper Turn None North East South North SR 182 WB SR 182 EB SR 182 WB SR 182 EB MP 6.72 (0.65) MP 7.01 MP 6.95 (0.00) MP 7.07 (0.12) MP 0.23 MP 7.31 MP 0.16 MP 0.00 MP 7.64 (0.00) MP 7.55 (0.09) MP 7.91 (0.63) MP 7.63 (0.35) B E BE B E E B Exit 5 SR 240 Exit 9 Road 68 Not To Scale SR 182 - EXIT 7WSDOT SOUTH CENTRAL REGIONKLK01/25/2010 PASCO, FRANKLIN COUNTY 182 R1 00764 182 Q1 00791 182 P1 00695 182 LX 00731 182 S1 00672 N (0.00) S1 (0.36) R1 (0.00) Q1 (0.33) P1 Broadmoor Blvd/Road 100 JUNCTION BROADMOOR BLVD/ROAD 100 Broadmoor Blvd MP 0.25 MP 0.29 (0.31) MP 0.02 MP 0.07 MP 0.09 (0.05) B (0.32) S1 (0.54) S5 (0.27) S1 (0.49) S5 I (0.36) S1 182 S5 00672 2 3 1 E Historical Alignment Notes: 1. 182 LX 00731 extended to Limited Access Boundary effective 12/04/2007 2. 182 S1 00678 renamed 182 S1 00672 effective 07/14/2009 3. 182 S5 00672 new ramp effective 07/14/2009 (0.27) S5 (0.00) Ra = System Wide Average Accident Rate 0.6 K = Statistical Constant 1.645 Average Daily Vehicles Entering Intersection (Estimated, PM peak hour * 10)Northbound 4440 Southbound 1820 Eastbound 1450 Westbound 590 M = Millions of Vehicles for a five year period = 15.1475 Critical Accident Rate (RC) = Ra+K*(Ra/M)^.5)-1/(2*M)0.8943855 Number of Accidents 5 Number of Years 5 Actual Accident Rate (per Million Entering Vehicles)0.3300875 Collision Rate Calculations at Broadmoor Blvd/Burns Road Ra = System Wide Average Accident Rate 0.6 K = Statistical Constant 1.645 Average Daily Vehicles Entering Intersection (Estimated, PM peak hour * 10)Northbound 13440 Southbound 3670 Eastbound 7530 Westbound 0 M = Millions of Vehicles for a five year period = 44.968 Critical Accident Rate (RC)= Ra+(K*Ra/M)^.5)-1/(2*M)0.7788968 Number of Accidents 19 Number of Years 5 Actual Accident Rate (per Million Entering Vehicles)0.4225227 Collision Rate Calculations at Broadmoor Blvd/Sandifur Parkway Ra = System Wide Average Accident Rate 0.6 K = Statistical Constant 1.645 Average Daily Vehicles Entering Intersection (Estimated, PM peak hour * 10) Northbound 15270 Southbound 10800 Eastbound 0 Westbound 4950 M = Millions of Vehicles for a five year period = 56.6115 Critical Accident Rate (RC)= Ra+(K*Ra/M)^.5)-1/(2*M)0.7605194 Number of Accidents 11 Number of Years 5 Actual Accident Rate (per Million Entering Vehicles)0.1943068 Collision Rate Calculations at Broadmoor Blvd/I-182 Westbound Ramps Ra = System Wide Average Accident Rate 0.6 K = Statistical Constant 1.645 Average Daily Vehicles Entering Intersection (Estimated, PM peak hour * 10)Northbound 8200 Southbound 7140 Eastbound 16440 Westbound 0 M = Millions of Vehicles for a five year period = 57.9985 Critical Accident Rate (RC)= Ra+(K*Ra/M)^.5)-1/(2*M)0.7586934 Number of Accidents 44 Number of Years 5 Actual Accident Rate (per Million Entering Vehicles)0.7586403 Collision Rate Calculations at Broadmoor Blvd/I-182 Eastbound Ramps Ra = System Wide Average Accident Rate 0.6 K = Statistical Constant 1.645 Average Daily Vehicles Entering Intersection (Estimated, PM peak hour * 10)Northbound 8200 Southbound 7140 Eastbound 16440 Westbound 0 M = Millions of Vehicles for a five year period = 57.9985 Critical Accident Rate (RC)= Ra+(K*Ra/M)^.5)-1/(2*M)0.7586934 Number of Accidents 44 Number of Years 5 Actual Accident Rate (per Million Entering Vehicles)0.7586403 Collision Rate Calculations at Broadmoor Blvd/I-182 Eastbound Ramps Ra = System Wide Average Accident Rate 0.6 K = Statistical Constant 1.645 Average Daily Vehicles Entering Intersection (Estimated, PM peak hour * 10)Northbound 3200 Southbound 11300 Eastbound 3240 Westbound 630 M = Millions of Vehicles for a five year period = 33.52525 Critical Accident Rate (RC)= Ra+(K*Ra/M)^.5)-1/(2*M)0.8051532 Number of Accidents 24 Number of Years 5 Actual Accident Rate (per Million Entering Vehicles)0.7158783 Collision Rate Calculations at Broadmoor Blvd/Chapel Hill Blvd From:Ivan Barragan To:Craig Raymond Subject:RE: SEPA2024-015 Submitted and SEPA2023-038 MDNS Issued Date:Thursday, February 27, 2025 11:55:00 AM Never mind on the refund they didn’t pay SEPA2023-038 therefore I will place notes in the file stating it was paid under another project. Ivan Barragan | Planner II | (509) 544-4146 | 525 N. 3rd Avenue | Pasco, WA 99301 | barragani@pasco-wa.gov Notice of Public Disclosure: This e-mail and any response may be public record under Washington State law and subject to inspection and copying by the public upon request. Accordingly, there can be no expectation of privacy. From: Ivan Barragan Sent: Thursday, February 27, 2025 11:37 AM To: Craig Raymond <raymondc@pasco-wa.gov> Subject: RE: SEPA2024-015 Submitted and SEPA2023-038 MDNS Issued I’ll issue a refund. Thank you, Ivan Barragan | Planner II | (509) 544-4146 | 525 N. 3rd Avenue | Pasco, WA 99301 | barragani@pasco-wa.gov Notice of Public Disclosure: This e-mail and any response may be public record under Washington State law and subject to inspection and copying by the public upon request. Accordingly, there can be no expectation of privacy. From: Craig Raymond <raymondc@pasco-wa.gov> Sent: Thursday, February 27, 2025 11:36 AM To: Ivan Barragan <barragani@pasco-wa.gov> Subject: RE: SEPA2024-015 Submitted and SEPA2023-038 MDNS Issued Well that means if we don’t do the SEPA we’ll need to process a refund. You decide which you want to do and go ahead with it. Craig Raymond Deputy Director, Community & Economic Development O: 509-545-3451 M: 509-802-6583 raymondc@@pasco-wa.gov | www.pasco-wa.gov City Hall, 525 N. 3rd Avenue, Pasco, WA 99301 This e-mail and any response to this e-mail may be a public record under Washington State Law and subject to inspection and copying by the public upon request. Accordingly, there can be no expectation of privacy. From: Ivan Barragan <barragani@pasco-wa.gov> Sent: Thursday, February 27, 2025 11:26 AM To: Craig Raymond <raymondc@pasco-wa.gov> Subject: RE: SEPA2024-015 Submitted and SEPA2023-038 MDNS Issued SEPA fee was paid 09/27/2024. Ivan Barragan | Planner II | (509) 544-4146 | 525 N. 3rd Avenue | Pasco, WA 99301 | barragani@pasco-wa.gov Notice of Public Disclosure: This e-mail and any response may be public record under Washington State law and subject to inspection and copying by the public upon request. Accordingly, there can be no expectation of privacy. From: Craig Raymond <raymondc@pasco-wa.gov> Sent: Thursday, February 27, 2025 11:24 AM To: Ivan Barragan <barragani@pasco-wa.gov> Subject: RE: SEPA2024-015 Submitted and SEPA2023-038 MDNS Issued Did you look into if they paid for the second SEPA? Craig Raymond Deputy Director, Community & Economic Development O: 509-545-3451 M: 509-802-6583 raymondc@@pasco-wa.gov | www.pasco-wa.gov City Hall, 525 N. 3rd Avenue, Pasco, WA 99301 This e-mail and any response to this e-mail may be a public record under Washington State Law and subject to inspection and copying by the public upon request. Accordingly, there can be no expectation of privacy. From: Ivan Barragan <barragani@pasco-wa.gov> Sent: Thursday, February 27, 2025 10:41 AM To: Craig Raymond <raymondc@pasco-wa.gov> Subject: RE: SEPA2024-015 Submitted and SEPA2023-038 MDNS Issued Following up on this. Ivan Barragan | Planner II | (509) 544-4146 | 525 N. 3rd Avenue | Pasco, WA 99301 | barragani@pasco-wa.gov Notice of Public Disclosure: This e-mail and any response may be public record under Washington State law and subject to inspection and copying by the public upon request. Accordingly, there can be no expectation of privacy. From: Ivan Barragan Sent: Thursday, February 20, 2025 3:03 PM To: Craig Raymond <raymondc@pasco-wa.gov> Subject: SEPA2024-015 Submitted and SEPA2023-038 MDNS Issued Hi Craig, Exhibit 10: Correspondence/Comments I’m willing to process the SEPA; however, I ask that you carefully review both SEPA documents and consider the following: The two SEPA checklists are nearly identical, word for word. The original SEPA2023-038, which was issued with an MDNS, already covered both ground-disturbing activities and traffic impacts. Additionally, a TIA has already addressed this development, per Engineering’s comments in TRAKiT. I want to be clear—I’m not trying to avoid work (I truly enjoy work lol). Rather, I’m asking you to reconsider based on the information available. It is likely that the previous administration determined that the prior SEPA sufficiently covered this project, though I have no written documentation confirming this. If you ultimately decide that this SEPA still needs to be processed, please let me know. However, I have concerns about how this will appear in the report to the Hearing Examiner— specifically, the SEPA NOA for the plat will be sent out after the preliminary plat review, creating a wonky timeline in the report and in the NOA itself. I appreciate your time and consideration on this matter. Please let me know how you’d like to proceed. Sincerely, Ivan Barragan Planner II O: 509-544-4146 barragani@pasco-wa.gov | www.pasco-wa.gov City Hall, 525 N. 3rd Avenue, Pasco, WA 99301 This e-mail and any response to this e-mail may be a public record under Washington State Law and subject to inspection and copying by the public upon request. Accordingly, there can be no expectation of privacy. From:Ivan Barragan To:Caleb Stromstad; "Trey Tutt"; Paul Lavrentiev Cc:Brian Cartwright; Craig Raymond; John@JFEngineering.pro; Dan@JFEngineering.pro Subject:Barker Heights and Parcel #115180055 Date:Friday, March 28, 2025 1:42:00 PM Attachments:ROW Dedication Deed Template 2.19.2025.docx Good afternoon, Brian and Craig met with the City of Pasco's legal counsel to present the easement language under AFN #1890114. Legal counsel indicated that this approach is not typical for public streets and is unprecedented in their experience. As a result, a public street must be established within the right-of-way through the proper dedication process. As Brian previously mentioned, this is a streamlined process. For this process I have attached the ROW dedication template. In this document, the alterations will need to be made with Track-Changes enabled so that our City Clerk can review the alteration and approve. Once this document is completed, you can send back Engineering’s way, and they’ll get the final approval. From there Engineering would move to having the owner(s) sign, notarize, and deliver the original copy to City Hall where Engineering will route it internally for final approval. Once everything is completed, they will let you know it is ready to be picked up and recorded with Franklin County, after recording the document will need to be returned to City Hall for our records. Regarding the Barker Heights applicants, you are ultimately responsible for the Danube Drive extension. Furthermore, please verify that Lots 205, 206, and 207 adhere to the maximum 3:1 width-to-depth ratio. When doing so, ensure compliance by referencing the definitions of Lot depth and Lot width-Lot depth and Lot width Definitions. Caleb, we understand that you will be discussing this with your client. Please let us know if there is anything we can do to assist further. We appreciate your cooperation and look forward to advancing this project while ensuring compliance with all applicable codes and standards. Sincerely, Ivan Barragan Planner II O: 509-544-4146 barragani@pasco-wa.gov | www.pasco-wa.gov City Hall, 525 N. 3rd Avenue, Pasco, WA 99301 This e-mail and any response to this e-mail may be a public record under Washington State Law and subject to inspection and copying by the public upon request. Accordingly, there can be no expectation of privacy. REPORT TO THE HEARING EXAMINER City Hall – 525 North Third Avenue – Council Chambers WEDNESDAY, 14 January 2026 6:00 PM 1 MASTER FILE #: SP 2025-016 APPLICANT: Amanda Whitehead on behalf of Pasco School District No. 1 1215 W Lewis St. Pasco, WA 99301 REQUEST: Special Permit: Placement of up to 14 portable classrooms across three locations. Timeline: 30 October 2025 Application Submitted 14 November 2025 Application Deemed Complete 30 December 2025 SEPA DNS Determination issued 31 December 2025 Notice of Public Hearing for SP2025-016 scheduled for January 14, 2026, was posted on the City of Pasco website, published in the Tri-City Herald Newspaper, and mailed to properties within 300 feet of the proposal. 05 January 2026 Public Hearing Staff Report Published BACKGROUND 1) PROPERTY DESCRIPTION: Columbia River Elementary School Abbreviated Legal: SHORT PLAT 2019-08 LOT 3 General Location: 9011 Burns Road (Parcel # 115170073), Pasco, WA 99301 Property Size: 12.35 acres (536,724.79 Square Feet). Reynolds Middle School Abbreviated Legal: SHORT PLAT 2019-08 LOT 1 General Location: 9507 Burns Road (Parcel # 115170071), Pasco, WA 99301 Property Size: 30.00 acres (1,305,554.50 Square Feet). Three Rivers Elementary School Abbreviated Legal: SHORT PLAT 2019-10 LOT 2 General Location: 3901 Road 84 (Parcel # 117581012), Pasco, WA 99301 Property Size: 14.35 acres (625,598.11 Square Feet). 2 2) ACCESS: Columbia River Elementary School and Reynolds Middle School access from Burns Road to the south with a secondary access from Road 90 to the east. Three Rivers Elementary School access Road 84 to the west, with secondary access to Road 80 to the east and Massey Dr. to the south. 3) UTILITIES: Municipal water for Columbia River Elementary School and Reynolds Middle School 2 is available in Burns Rd. and an unnamed access road bisecting the properties. Municipal water for Three Rivers Elementary School is in Road 84. Municipal sewer for Columbia River Elementary School and Reynolds Middle School is available in Burns Rd. Municipal sewer for Three Rivers Elementary School is in Road 84. The locations are currently served with both municipal water and sewer. 4) LAND USE AND ZONING: All locations are zoned R-1 (Low Density Residential) and are currently developed. Surrounding properties are zoned and developed as follows: Columbia River Elementary School North: R-1 Low Density Residential East: R-1 Low Density Residential South: R-1 Low Density Residential West: R-1 Low Density Residential Reynolds Middle School North: R-1 Low Density Residential East: R-1 Low Density Residential South: R-1 Low Density Residential West: R-1 Low Density Residential Three Rivers Elementary School North: R-1 Low Density Residential East: R-1 Low Density Residential South: R-1 Low Density Residential / RP Residential Park West: R-1 Low Density Residential 5) COMPREHENSIVE PLAN: The Comprehensive Plan designates all locations as “Public/ Quasi-Public”. The Public/ Quasi-Public designation allows for schools, civic centers, fire stations and other public uses by Special Permit in all zoning districts, except I-3. 6) ENVIRONMENTAL DETERMINATION: A SEPA checklist was submitted concurrently with the Special Permit for this project. Based on the SEPA checklist, the adopted City Comprehensive Plan, City development regulations, and other information, a threshold determination resulting in a Determination of Non-Significance (DNS) was issued for this project on December 30, 2025 (SEPA2025-034), under WAC 197-11-355. BACKGROUND Request Applicant proposes to locate up to fourteen (14) portable classrooms across three school locations. Within the next 5 years four portable classrooms will be placed at Columbia Rivers Elementary School, six at Reynolds Middle School, and four at Three Rivers Elementary School. The portable classrooms at Columbia River Elementary School will be placed to the north of the existing school on an area that will be paved as part of this application. The portable classrooms at Reynolds Middle School will be placed in an existing parking lot, 3 located to the north of the existing school. The portable classrooms at Three Rivers Elementary School will be placed on an existing paved area to the east of the existing school. The new portable buildings will contain two classrooms each. These buildings will only function as classrooms, accounting for the fluctuation of students between school boundaries and increases in students in the district. Site The proposed placement of the portable classrooms at Columbia River Elementary School will require the paving of approximately 0.33 acres of an existing grass play field, located to the north of the school as indicated on the site plan. The proposed setbacks of the portable classrooms are approximately 12’ south of the unnamed access road, and over 100’ from the east, south, and west property lines. There are currently no other portables on site. The proposed portables would be accessed by walking from the main school building across an existing playground. The proposed placement of the portable classrooms at Reynolds Middle School will be located north of the middle school, across an unnamed access road, in an existing parking lot as indicated on the site plan. The proposed setbacks of the portable classrooms are approximately 12’ to the north of the unnamed access road, 90’ feet east of the western property line, and over 100’ feet to both the north and east. Currently there are four other portable classrooms are located on the grounds of Reynolds Middle School; they are to the south of the proposed portables directly west of the existing school. The proposed portables would be accessed by walking from the main school building and across the unnamed access road. The proposed placement of the portable classrooms at Three Rivers Elementary School will be located to the west of the school, as indicated on the site plan. The proposed setbacks for the portable classrooms are approximately 50’ south of a bus parking and through street, and over 100’ to the west, south, and east. There are currently no other portables on site. The proposed portables would be accessed by walking from the main school building across an existing paved playground. History In October of 2025, the City of Pasco Community and Economic Development office received both a SEPA Checklist and a special use permit application for the placement of up to fourteen (14) portable classrooms across the three locations. The City of Pasco issued a Determination of Non-Significance on December 30, 2025, for the project after following the Optional Determination of Non-Significance process, under WAC 197-11-355. The City of Pasco has not received any appeals at the time of this report. The land for Columbia River Elementary School and Reynolds Middle School was annexed in 2016 with Ordinance #4283. In 2016, the parent parcel was divided into three lots via Short Plat 2019-08. The site was originally assigned the R-1 zoning designation as part of the annexation process in 2016. The land for Three Rivers Elementary School was annexed in 1981 with Ordinance #2388. In 2019, the parent parcel was divided into two lots via Short Plat 2019-010. The site was originally assigned the R-1-S zoning 4 designation in 1981 as a part of the annexation process (Ordinance# 2388). By 2016 this location was zoned R-1 Low Density Residential. Columbia River Elementary School was permitted by Special Permit (SP2017-014) in 2017, construction began in 2019 and is approximately 62,239 sq. ft. in size. The building currently operates as an elementary school. Reynolds Middle School was permitted by Special Permit (SP2017-015) in 2017, construction began in 2019 and is approximately 84,573 sq. ft. in size. The building currently operates as a middle school. Three Rivers Elementary School was permitted by Special Permit (SP2016-009) in 2016, construction began in 2018 and is approximately 56,783 sq. ft. in size. The building currently operates as an elementary school. Land Use Regulations The proposed installation of portable classrooms are intended to be located at Columbia River Elementary School, Reynolds Middle School, and Three Rivers Elementary School, and Per Pasco Municipal Code (PMC) 25.45.040(3) Public and private schools, public parks and playgrounds are considered conditional uses. Conditional uses may be permitted by special permit as provided in Chapter 25.200 of the PMC. Per PMC 25.200.010 Unclassified uses, due to their nature, are deemed to require special review to consider, on a case-by-case basis, their impacts on adjacent uses, uses within the vicinity, and the infrastructure which would serve them. Unclassified uses may be permitted within any district where not otherwise prohibited. Per PMC 25.195.020(6) the Hearing Examiner has the authority to make decisions on Land Use actions described in PMC 2.50.080, such as special permits. STAFF FINDINGS OF FACT 1) Columbia River Elementary School was originally permitted through SP2017-014 2) Reynolds Middle School was originally permitted through SP2017-015 3) Three Rivers Elementary School was originally permitted through SP2016-009 4) Pasco School District No. 1 submitted a Special Permit and SEPA checklist for the placement of four portable classrooms at Columbia River Elementary School, six portable classrooms at Reynolds Middle School, and four portable classrooms at Three Rivers Elementary School on October 30, 2025. 5) Pasco School District No.1’s application was deemed complete on December 5, 2025. 6) The City of Paso Issued a Determination of Non-Significance for the proposal on December 30, 2025. 7) Notice of the public hearing was posted on the City of Pasco website, published in the Tri-City Herald, and mailed to properties within 300 feet of the proposal on December 31, 2025. 8) The proposed sites are at the following locations; Columbia River Elementary School, 9011 Burns Road (Parcel # 115170073), Pasco, WA 99301, Reynolds Middle School, 9507 Burns Road (Parcel # 115170071), Pasco, WA 99301, Three rivers Elementary school, 3901 Road 84 (Parcel # 117581012), Pasco, WA 99301. 9) The all locations are zoned R-1 Low Density Residential District. 10) The sites are currently developed with existing school buildings constructed in 2018 and 2019. 11) The Applicant proposes the addition of up to 14 portable classrooms across the three locations. Four portable classrooms at portable classrooms at Columbia River Elementary School, six portable classrooms at Reynolds Middle School, and four portable classrooms at Three Rivers Elementary School, as described in the attached site plan. 12) Schools fall under the classification of an “Conditional Use” which may be permitted within the R-1 zoning district through a Special Permit. TENTATIVE CONCLUSIONS BASED ON FINDINGS OF FACT 5 As per PMC 25.200.080, Upon conclusion of the open record hearing, the Hearing Examiner shall make and enter findings from the record and conclusions thereof as to whether or not: (1) The proposal is in accordance with the goals, policies, objectives, maps and/or narrative text of the Comprehensive Plan; Capital Facilities Goal 6: Foster adequate provision for educational facilities throughout the UGA. Policy CF-6-A: Work with the school district to coordinate facility plans with this comprehensive plan and encourage appropriate location and design of schools throughout the community. Policy LU-3-B: Support existing and design future recreational, educational, and cultural facilities and services through the Capital Facilities Plan; dedication of land through the concurrency management process; and coordination with service providers. (2) The proposal will adversely affect public infrastructure; Accesses to the locations are established and include items such as curb, gutter, sidewalk, and street lighting. Utilities are available to the site and have been designed and constructed to accommodate current uses. The proposed use, as conditioned, will not increase the need for infrastructure improvements and is unlikely to adversely impact the existing infrastructure. (3) The proposal will be constructed, maintained and operated to be in harmony with the existing or intended character of the general vicinity; The properties adjacent to all locations are residential. Columbia River Elementary school and Reynolds Middle School have been developed as schools since2019 after their annexation into the City of Paso in 2016, with the land use of Public/ Quasi Public. Three Rivers Elementary School appears to have been proposed as R-1-S zoning in 1981 when first annexed, it was developed as a elementary school in 2018 with the current Land Use of Public/ Quasi Public. All the portable classrooms are planned to be placed within the next 5 years. The four portable classrooms planned for Columbia River Elementary School are planned to be placed at one time. The six portable classrooms to be placed at Reynolds Middle School are planned to be placed in two phases, the first phase of four, the second phase of two. The four portable classrooms being added to Three Rivers Elementary School, are planned to be placed in two phases, the first phase of two, the second phase of two. The proposed setback for the Columbia River Elementary School portables of approximately 12’ to the north does not meet the setback requirements of the R-1 zone. However, the setbacks will be met with conditions added herein. The remaining portable classrooms proposed appear to meet setbacks for the R-1 zone. These portable classrooms should not unduly modify the existing character of the general vicinity as they are additions to schools previously established through the special permit process. The portable classrooms, with conditions, will continue to maintain and operate in harmony with the existing and intended character of the general vicinity as they will meet setbacks and follow the sections of the Comprehensive Plan outlined in Section 1. (4) The location and height of proposed structures and the site design will discourage the development of permitted uses on property in the general vicinity or impair the value thereof; The location of the portable classrooms will be subject to the setback requirements of the code. Property to the east, south, and west of both Columbia River Elementary School and Reynolds Middle school has been developed as single-family dwellings. The property to the north of Columbia River Elementary school and Reynolds Middle school is currently undeveloped but is over 600’ from the proposed portables at the nearest point. All the property surrounding Three Rivers Elementary School has been developed as single-family dwelling units. The placement of the portables will not discourage the development of permitted uses on property in the general vicinity as it has either been developed or is a substantial distance away from the 6 proposed development. It is not anticipated that the expansion of the existing schools will impair the value of properties in the general vicinity. (5) The operations in connection with the proposal will be more objectionable to nearby properties by reason of noise, fumes, vibrations, dust, traffic, or flashing lights than would be the operation of any permitted uses within the district; The R-1 zone allows for a multitude of residential uses and accessory uses. The addition of the portable classrooms to established schools is unlikely to be objectionable to nearby properties on the basis of noise, fumes, vibrations, dust, or flashing lights. The addition of these portable classrooms may result in an increase in traffic, to ensure that increase is not objectionable the City will add a condition requiring information around the PM peak hour trips the portable classrooms may generate. The portable classrooms at Reynolds Middle School are being placed in an existing parking lot and will reduce the number of total parking spaces from +/- 288 to +/- 207 and eliminate 2 ADA parking spaces. Pasco Municipal Code 25.185.170 states that two parking spaces are required for each teaching station. As this is a reduction of 71 parking spaces the application will be conditioned to meet the parking space requirements in PMC 25.185.170. The addition of portable classrooms is an extension of the existing, permitted, use of a school on all three locations. The new portable classrooms will need to comply with all City of Pasco regulations. (6) The proposal will endanger the public health or safety if located and developed where proposed, or in any way will become a nuisance to uses permitted in the district. The proposal is required to adhere to the PMC including provisions such as the outdoor lighting, noise and parking ordinances. If there were to be violations to these codes, code cases may be initiated and remediation steps will be undertaken. Additionally, the use will be subject to periodic reviews for compliance with conditions imposed under the special permit. APPROVAL CONDITIONS 1) The special permit shall apply to Parcels # 115170073, 115170071, and 117581012, and any subsequent subdivision(s) thereof. 2) The development of this Special Use Permit shall conform to all setbacks within the City of Pasco. 3) The site plan shall be developed in substantial conformity to the Special Use Permit application, site plan and any building plans submitted. 4) Any modification or change in the nature, character or intensity of the use may require additional review and/or Special Use Permits. 5) Provide as part of the construction review process a document detailing PM peak hour trips. 6) The Special Use Permit shall conform to all standards in Pasco Municipal Code 25.185.170. 7) Applicant shall adhere to all Federal, State and City zoning, building, fire, and safety codes. RECOMMENDATION Staff recommends approval of a Special Use Permit located at Columbia River Elementary School,9011 Burns Road (Parcel # 115170073), Reynolds Middle School, 9507 Burns Road (Parcel # 115170071), Three Rivers Elementary School, 3901 Road 84 (Parcel # 117581012) to allow for the placement of fourteen (14) portable classrooms, with conditions as herein proposed. Community & Economic Development Department PO Box 293, 525 N 3rd Ave, Pasco, WA 99301 P: 509.545.3441 Fee: $625 CITY OF PASCO SPECIAL PERMIT APPLICATION GENERAL PROVISIONS: Unclassified uses enumerated in Section 25.86.020 (listed below), conditional uses listed within each zoning district, and any other uses specifically referred to this chapter shall be subject to the regulations contained in this chapter, in addition to all applicable requirements of this Title. UNCLASSIFIED USES: 1. High schools, colleges, universities, vocational schools, business colleges and other similar academic or skills training facilities or institutions not heretofore permitted within any district; 2. Cemeteries, crematories, mausoleums, and other places of burial or interment of remains; 3. Churches; 4. Community service facilities, as defined in Sections 25.12.155 and 25.12.156; 5. Airports, heliports, or any other landing or maneuvering space for aircraft, together with terminals and other customary facilities accessory to the unclassified use; 6. Golf courses, pitch and putt courses, miniature golf courses, water parks, sports complexes, riding stables, and similar facilities for public, private or membership use; 7. Monasteries, convents or other functionally similar facilities; 8. Landfills, garbage dumps, and resource recovery facilities; 9. Off-site parking lots, except those required for a residential use, provided such parking area is not more than five hundred feet from the building; 10. Electrical substations and load transfer stations, natural gas booster stations, and other similar utility facilities; 11. Park and ride lots, off-street transfer stations or other similar facility involving the storage, start-up, idling and movement of public or private operated carrier, charter or transit buses, vans, and similar vehicles; and 12. Agricultural use (commercial) except in areas 1,000 feet from a residential zoning district, subdivision, or dwelling unit. 13. Cannabis retail Facilities, as defined in sections 9.90.040 and but not limited to 25.10.025 REQUIREMENTS: 1. Fee of $625 ($500 application fee + $75 SEPA fee + $50 radius notification) 2. Completed SEPA form 3. A site map or plan drawn neatly and to scale, showing the following: a.Exteriorpropertylinesandanyadjacentpublicstreetor alleyrights-of-way b. Existing and proposed buildings and other structures. c. Existing and proposed points of ingress and egress, drives and driveways and circulation pattern. d. The location of existing and proposed parking areas with each parking space shown. e. Existing and proposed open spaces and landscape areas. 4. The property owner’s notarized signature acknowledging the application PUBLIC HEARING: Upon the filing of a complete application for a special permit, the application shall be scheduled for an open record hearing before the Hearing Examiner. Notice of such open record hearing shall be given as provided for in PMC 25.210.040, except that in the case of commercial agricultural uses, the notification distance shall be increased to 1,000 feet. The open record hearing may be continued as deemed necessary by the Hearing Examiner, provided the applicant consents to any such continuance. In the event the applicant does not consent to a continuance, the Hearing Examiner shall close the public hearing and render a decision in accordance with the provisions of PMC 25.200.080 and 25.200.100. Upon conclusion of the open record hearing, the Hearing Examiner shall make and enter findings from the record and conclusions thereof as to whether or not: 1. The proposal is in accordance with the goals, policies, objectives, maps and/or narrative text of the Comprehensive Plan; 2. The proposal will adversely affect public infrastructure; 3. The proposal will be constructed, maintained and operated to be in harmony with the existing or intended character of the general vicinity; 4. The location and height of proposed structures and the site design will discourage the development of permitted uses on property in the general vicinity or impair the value thereof; 5. The operations in connection with the proposal will be more objectionable to nearby properties by reason of noise, fumes, vibrations, dust, traffic, or flashing lights than would be the operation of any permitted uses within the district; and 6. The proposal will endanger the public health, or safety if located and developed where proposed, or in any way will become a nuisance to uses permitted in the district. SHOPS / GARAGES: The Hearing Examiner shall consider the following for special permits dealing with increased heights and/or floor area for detached shops and garages: 1. Will the shop/garage match the principle structure in design and exterior treatments such as roofing materials, siding, color, window and door openings, eave overhangs, fenestrations and other architectural features? 2. Will the existing topography and elevation of the site and surrounding property exacerbate or attenuate the height of the proposed shop/garage? 3. Will the proposal include landscaping features or berms to ameliorate the height and/or floor area of the shop/garage? 4. Will the shop/garage be erected on the property utilizing minimum setbacks? 5. Is the site larger than the minimum lot size requirement for the zoning district? REVOCATION OF PERMIT: Any special permit may be revoked by the Hearing Examiner if, after a public hearing, notice of which shall be given in accordance with PMC 25.210.040, it is found that the conditions upon which the special permit was authorized have not been fulfilled or if the use authorized has changed in size, scope, nature or intensity so as to become a detriment to the surrounding area. Community & Economic Development Department PO Box 293, 525 N 3rd Ave, Pasco, WA 99301 P: 509.545.3441 Fee: $625 Updated June 2023 CITY OF PASCO SPECIAL PERMIT APPLICATION Master File # Date Submitted: Applicant Info Owner Info (if different than applicant) Name: Name: Address: Address: Phone: Phone: Email: Email: Project Address: Project Parcel Number: Current Zoning: Source of domestic water: Method of sewage disposal: Present use of the land and structure(s) if any: Amanda Whitehead Pasco School District #1 5401 Ridgeline Drive, Suite 160, Kennewick, WA 1215 W. Lewis St, Pasco, WA (509) 222-0959 (509) 546-2803 amanda@knutzenengineering.com rsital@psd1.org 1) 9011 Burns Rd; 2) 9507 Burns Rd; 3) 3901 Rd 84; all in Pasco, WA 99301 1) #115170073; 2) #115170071; 3) #117581012 R-1 (all three properties) City of Pasco (all three properties) City of Pasco (all three properties) 1) Columbia River Elementary School 2) Reynolds Middle School 3) Three Rivers Elementary School Please describe any existing violations of the zoning ordinance upon the property: Give a detailed description of the proposed use that requires a special permit (attach separate sheet if more space is necessary): NOTE: Provide a variance report giving a list and mailing address of owners of all property within 300 feet of the applicant’s property, as shown by a local title company OR payment of $50.00 which shall be utilized by the City to obtain a current list of property owners of all properties within 300 feet of the applicant’s property. Fee for Special Permit - $500.00 Environmental Checklist - $ 75.00 Radius Notification - $ 50.00 $625.00 SEPA Checklist Site map Fee of $625 None known for all three properties. As with most school districts, Pasco School District experiences fluctuation of student counts between all of the schools within the district. This proposal includes moving portables from schools where they are no longer needed (primarily Chiawana High School) to schools that are now in need (Columbia River ES, Reynolds MS, and Three Rivers ES). NO T F O R C O N S T R U C T I O N CO L U M B I A R I V E R E L E M E N T A R Y S C H O O L P O R T A B L E S SP 0 1 54 0 1 R I D G E L I N E D R . SU I T E 1 6 0 KE N N E W I C K , W A 9 9 3 3 8 1- 5 0 9 - 2 2 2 - 0 9 5 9 ww w . k n u t z e n e n g i n e e r i n g . c o m 0' 1" 150' 300'600'900' = 300' NORTH NORTH 0' 1"= 40' 20' 40'80'120' OVERALL PROPERTY MAPENLARGED SITE PLAN RO A D 9 0 (E)BLDG BURNS RD FORWARD PULL PLEASE DROP OFF STUDENT LANE THRU FOR W A R D PUL L PLE A S E DRO P O F F STU D E N T LAN E TH R U FORWARD PULL PLEASE DROP OFF STUDENT LA N E TH R U CAR / VAN PO O L CAR / VAN PO O L CAR / VAN PO O L CAR / VAN PO O L CAR / VAN PO O L NO T F O R C O N S T R U C T I O N RE Y N O L D S M I D D L E S C H O O L P O R T A B L E S SP 0 1 54 0 1 R I D G E L I N E D R . SU I T E 1 6 0 KE N N E W I C K , W A 9 9 3 3 8 1 - 5 0 9 - 2 2 2 - 0 9 5 9 ww w . k n u t z e n e n g i n e e r i n g . c o m 0' 1" 150'300'600'900' = 300' NORTH NORTH 0' 1"= 60' 30'60'120'180' OVERALL PROPERTY MAPENLARGED SITE PLAN (E)BLDG BURNS RD NO T F O R C O N S T R U C T I O N TH R E E R I V E R S E L E M E N T A R Y S C H O O L P O R T A B L E S SP 0 1 54 0 1 R I D G E L I N E D R . SU I T E 1 6 0 KE N N E W I C K , W A 9 9 3 3 8 1 - 5 0 9 - 2 2 2 - 0 9 5 9 ww w . k n u t z e n e n g i n e e r i n g . c o m 0' 1" 150'300'600'900' = 300' NORTH NORTH 0' 1"= 40' 20'40'80'120' MASS E Y D R OVERALL PROPERTY MAPENLARGED SITE PLAN RO A D 8 0 RO A D 8 4 (E ) B L D G (E ) B L D G Community Development Department PO Box 293, 525 N 3rd Ave, Pasco, WA 99301 P: 509.545.3441 / F: 509.545.3499 DETERMINATION OF NON-SIGNIFICANCE (Optional DNS Process) Issuance Date: December 29, 2025 Project Name: Pasco School District Portable Classrooms Project Number: SEPA2025-034 Proponent: Pasco School District 1215 W Lewis St. Pasco, WA 99301 Applicant: Amanda Whitehead 5401 Ridgeline Drive, Suite 160, Kennewick, WA 99338 Kennewick, WA 99338 Description of Proposal: Pasco School District 1 has submitted Special Permit Application (SP2025-016) for the placement of up to fourteen (14) new portable classrooms at 3 different school facilities. The new structures will serve exclusively as additional classrooms. The project is located at the following locations: 1) Columbia River Elementary School is located at 9011 Burns Rd, Pasco, Washington (Parcel #115170073), 2) Reynolds School is located at 9507 Burns Rd, Pasco, Washington (Parcel #115170071), 3) Three Rivers Elementary School is located at 3901 Rd 84, Pasco, Washington (Parcel #117581012). The proposal is subject to regulations contained in the Pasco Municipal Code. Location of Proposal: 1) Columbia River Elementary School is located at 9011 Burns Rd, Pasco, Washington (Parcel #115170073), 2) Reynolds School is located at 9507 Burns Rd, Pasco, Washington (Parcel #115170071), 3) Three Rivers Elementary School is located at 3901 Rd 84, Pasco, Washington (Parcel #117581012). Findings: 1. The Washington State Department of Ecology (WDE) has identified the potential for stormwater discharge. All Stormwater will need to be retained on site. The applicant must ensure compliance with Title 29 of the Pasco Municipal Code. 2. The Benton Franklin Health District (BFHD) has identified the potential for excess noise. The applicant must ensure compliance with Title 9.130 of the Pasco Municipal Code. 3. BFHD has requested a complete set of construction plans be submitted to them for review. Lead Agency: City of Pasco Community Development Department PO Box 293, 525 N 3rd Ave, Pasco, WA 99301 P: 509.545.3441 / F: 509.545.3499 The City of Pasco, acting as lead agency for this proposal, has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. This DNS is issued after using the optional DNS process in WAC 197-11-355. There is no further comment period on the DNS. Appeals must be filed within 14 days of this determination. Responsible Official: ________________________________________________ Haylie Matson, Community & Economic Development Director Appeals: You may appeal the threshold determination by submitting a written appeal to one of the following addresses: Email: bagleyj@pasco-wa.gov Physical Address: City of Pasco – Community & Economic Development Department 525 N. 3rd Avenue, First Floor Pasco, WA 99301 Mailing Address: P.O. Box 293 Pasco, WA 99301 Appeals must be submitted within 14 days of issuance of the threshold determination. The appeal must be in writing, include a concise statement identifying the matter being appealed, and provide the basic rationale for the appeal. A filing fee is required in accordance with the City’s Fee Resolution. Please note: Failure to file a timely and complete appeal shall constitute a waiver of all rights to an administrative appeal under City Code. All appeals should be directed to: Haylie Matson, CED Director Responsible Official: Haylie Matson Position/Title: Community & Economic Development Director Phone (509) 545-3451 Address: PO Box 293, Pasco, WA 99301 REPORT TO THE HEARING EXAMINER City Hall – 525 North Third Avenue – Council Chambers WEDNESDAY, 14 JANUARY 2026 6:00 PM 1 MASTER FILE #: SP 2025-017 APPLICANT: Pasco School District No. 1 1215 W Lewis St. Pasco, WA 99301 REQUEST: Special Permit: The replacement and reorientation of the existing softball field, adding new sports oriented buildings, and adding field lighting. Timeline: November 12 2025 Application Submitted December 8 2025 Application Deemed Complete December 30 2025 DNS Issued December 31 2025 Notice of Public Hearing for SP2025-017 scheduled for January 14, 2026, was posted on the City of Pasco website, published in the Tri-City Herald Newspaper, and mailed to properties within 300 feet of the proposal. January 5 2026 Public Hearing Staff Report Published BACKGROUND 1) PROPERTY DESCRIPTION: Abbreviated Legal: SYLVESTERS 3RD ADD ALL BLKS 1, 2, 3, & 4, 5, 6, 7 & 8 General Location: 1102 N 10TH AVE (Parcel # 112140013), Pasco, WA 99301 Property Size: 33.82 acres (1,473,356.05 Square Feet). 2) ACCESS: The site is accessed from N 10th Ave to the east and W Henry St to the south, with secondary accesses from N 14th Ave to the west and W Court Street to the north. 3) UTILITIES: Municipal water is available in both N 14th Ave to he west and N 10th Ave to the east, as well as water lines traversing the property; municipal sewer is available N 10th Ave to the east as well as W Henry to the south. The site is currently served with both municipal water and sewer. 2 4)LAND USE AND ZONING: The property is zoned R-1 (Low Density Residential) and is currently developed as a high school. Surrounding properties are zoned and developed as follows: North: C-1 Retail Business and R-3 Medium Density Residential East: R-1 Low Density Residential South: R-1 Low Density Residential West: R-1 Low Density Residential. O Office, R-3 Medium Density Residential, C-1 Retail Business 5)COMPREHENSIVE PLAN: The Comprehensive Plan designates this location as “Public/ Quasi-Public”. The Public/ Quasi-Public designation allows for schools, civic centers, fire stations and other public uses by Special Permit in all zoning districts, except I-3. 6)ENVIRONMENTAL DETERMINATION: A SEPA checklist was submitted concurrently with the Special Permit for this project. Based on the SEPA checklist, the adopted City Comprehensive Plan, City development regulations, and other information, the City of Pasco issued a Determination of Non- Significance on December 30, 2025, for the project after following the Optional Determination of Non- Significance process, under WAC 197-11-355. BACKGROUND Request Applicant proposes to rotate the softball field to face southeast with the existing grass field replaced with synthetic turf. That turf will also extend to cover a practice football field. The project will add two batting cages, bleachers with a press box, two practice pitching mounds, two 300 sq. ft. dugouts, and a 3,600 sq.ft. metal storage building. Site The specific area of the project is currently operated as a practice softball field. The site as a whole is a high school, with multiple buildings, fields, parking areas, and accessory uses related to the educational facility. The site has multiple off street parking areas, none of which appear to be affected by this project. History The site was annexed in 1949 with Ordinance #0649. In 1961 a Special permit was approved on the site for a home occupation to contain a dance studio. In 1978 a Special Permit for Pasco High School was approved. Pasco High School started construction in 1979/1980 and has been expanded multiple times. The high school on site is approximately 253,653.93 sq. ft. in size, with multiple accessory structures. The area of the softball field is approximately 2.68 acres. In November of 2025, our office received a special use permit application to rotate the softball field, replace the existing grass with artificial turf, add sports oriented buildings and add lighting to the area. The application was submitted concurrently with a SEPA checklist. The City of Pasco issued a Determination of Non- Significance on December 30, 2025, for the project after following the Optional Determination of Non- Significance process, under WAC 197-11-355. The City of Pasco has not received any appeals at the time of this report. Land Use Regulations Per Pasco Municipal Code (PMC) 25.45.040(3) Public and private schools, public parks and playgrounds are 3 considered conditional uses. Conditional uses may be permitted by special permit as provided in Chapter 25.200 of the PMC. Per PMC 25.200.010 Unclassified uses, due to their nature, are deemed to require special review to consider, on a case-by-case basis, their impacts on adjacent uses, uses within the vicinity, and the infrastructure which would serve them. Unclassified uses may be permitted within any district where not otherwise prohibited. Per PMC 25.195.020(6) the Hearing Examiner has the authority to make decisions on Land Use Actions as described in PMC 2.50.080, such as special permits. STAFF FINDINGS OF FACT 1) An application was submitted on November 30, 2025. 2) Notice of the public hearing was posted on the City of Pasco website, published in the Tri-City Herald, and mailed to properties within 300 feet of proposal on December 31, 2025. 3) The proposed site is 1102 N 10TH AVE (Parcel # 112140013) in Pasco, WA. 4) The site is zoned R-1 Low Density Residential District. 5) The specific area of the project is currently operated as a practice softball field. The site as a whole is a high school, with multiple buildings, fields, parking areas, and accessory uses related to the educational facility. 6) Applicant proposes to replace and reorient the existing softball field, adding new sports oriented buildings, and adding field lighting. 7) Schools fall under the classification of an “Conditional Use” which may be permitted within the R-1 zoning district through a Special Permit. TENTATIVE CONCLUSIONS BASED ON FINDINGS OF FACT As per PMC 25.200.080, Upon conclusion of the open record hearing, the Hearing Examiner shall make and enter findings from the record and conclusions thereof as to whether or not: (1) The proposal is in accordance with the goals, policies, objectives, maps and/or narrative text of the Comprehensive Plan; Capital Facilities Goal 6: Foster adequate provision for educational facilities throughout the UGA. Policy CF-6-A: Work with the school district to coordinate facility plans with this comprehensive plan and encourage appropriate location and design of schools throughout the community. Policy LU-3-B: Support existing and design future recreational, educational, and cultural facilities and services through the Capital Facilities Plan; dedication of land through the concurrency management process; and coordination with service providers. (2) The proposal will adversely affect public infrastructure; Accesses to the site are established and include items such as curb, gutter, sidewalk, and street lighting. Utilities are available to the site and have been designed and constructed to accommodate current uses. The proposed use will not increase the need for infrastructure improvements and is unlikely to adversely impact the existing infrastructure. (3) The proposal will be constructed, maintained and operated to be in harmony with the existing or intended character of the general vicinity; The properties in the general vicinity are a mixture of commercial and residential. The site has been operating as a high school since it was first permitted in 1978. As both the school and softball field have been established previously through the special permit process, the reorientation of the softball field and replacement of the 4 existing grass field, as well as the addition of lighting and sports oriented buildings, as conditioned, will maintain and operate in harmony with the existing and intended character of the general vicinity (4) The location and height of proposed structures and the site design will discourage the development of permitted uses on property in the general vicinity or impair the value thereof; The proposed new field, lighting, and buildings will be subject to the Pasco Municipal Code. The proposal, as conditioned, will not discourage the development of permitted uses on property in the general vicinity, nor will it impair the value of properties in the general vicinity. (5) The operations in connection with the proposal will be more objectionable to nearby properties by reason of noise, fumes, vibrations, dust, traffic, or flashing lights than would be the operation of any permitted uses within the district; The R-1 zone allows for a multitude of residential uses and accessory uses. The replacement and reorientation of the softball field, and sports oriented buildings to an established school is unlikely to be objectionable to nearby properties. The lighting may be objectionable, but with conditions, it should be no more objectionable than other permitted uses on the site or within the R-1 zone. The replacement and reorientation of the softball field, and addition of lighting and sports oriented buildings is an extension of the existing, permitted, established use at this location. The new development will need to comply with all City of Pasco regulations (6) The proposal will endanger the public health or safety if located and developed where proposed, or in any way will become a nuisance to uses permitted in the district. The proposal is required to adhere to the PMC including provisions such as the outdoor lighting and noise ordinances. If there were to be violations to these codes, then code cases may be initiated and remedial steps will be undertaken. Additionally, the use will be subject to periodic reviews for compliance with conditions imposed under the special permit. APPROVAL CONDITIONS 1) The special permit shall apply to Parcel # 112140013, and any subsequent subdivision(s) thereof. 2) All lighting shall be directed downward and shielded in such a way that no light from the development encroaches onto another property in compliance with PMC 12.32 3) All lighting shall be turned off no later then 10 p.m. or 30 minutes after a sporting event using the field, whichever is later. 4) The site plan shall be developed in substantial conformity to the Special Use Permit application, site plan and any building plans submitted. 5) Any modification or change in the nature, character or intensity of the use may require additional review and/or Special Use Permits. 6) Applicant shall adhere to all Federal, State and City zoning, building, fire, and safety codes. RECOMMENDATION Staff recommends approval of a Special Use Permit located at 1102 N 10TH AVE (Parcel # 112140013) to allow for the replacement and reorientation of the existing softball field, adding new sports oriented buildings, and adding field lighting with conditions as herein proposed. EQUIPMENT LAYOUT Not to be reproduced in whole or part without the wriƩen consent of Musco Sports LighƟng, LLC. ©1981, 2025 Musco Sports LighƟng, LLC.ENGINEERED DESIGN By: William Isiminger • File #248773A • 20-Oct-25 Pasco High School Softball Pasco,WA Softball 210'/210'/210' - basepath 60' C1 A1 A2 B2 B1 Practice 160' x 270' P1 P2 (208.82', 73.44', 0.00') (0.00', 0.00', 0.00') SCALE IN FEET 1 : 100 0'100'200' Pole location(s)dimensions are relative to 0,0 reference point(s) Equipment Layout INCLUDES:· Practice· Softball Electrical System Requirements:Refer to AmperageDraw Chart and/or the "Musco Control System Summary"for electrical sizing. Installation Requirements:Results assume ± 3%nominal voltage at line side of the driver and structureslocated within 3 feet (1m) of design locations. Equipment List For Areas Shown Structure Fixtures QTY STRUCTURE ID SIZE GLOBAL ELEVATION ABOVE GLOBAL LEVEL FIXTURE TYPE QTY/POLE 2 A1-A2 60'-60' 15.5' TLC-LED-900 TLC-BT-575 3 1 1 B1 70'- 70' 70' 15.5' TLC-LED-1200 TLC-LED-900 TLC-BT-575 1 3 1 1 B2 70'- 70' 70' 15.5' TLC-LED-1200 TLC-LED-900 TLC-BT-575 1 4/1* 1 1 C1 70'- 70' 70' 15.5' TLC-LED-1200 TLC-LED-900 TLC-BT-575 2/1* 2/1* 2 2 P1-P2 60'-60' 60' TLC-LED-1200 TLC-LED-900 1 3 7 Totals 36 Single Fixture Amperage Draw Chart Driver SpeciĮcaƟons (.90 min power factor) Line Amperage Per Fixture (max draw) Single Phase Voltage 208 (60) 220 (60) 240 (60) 277 (60) 347 (60) 380 (60) 480 (60) TLC-LED-1200 6.9 6.5 6.0 5.2 4.2 3.8 3.0 TLC-LED-900 5.2 4.9 4.5 3.9 3.1 2.9 2.3 TLC-BT-575 3.3 3.2 2.9 2.5 2.0 1.8 1.5 *This structure utilizes a back-to-back mounting configuration Above Global Level is height of fixtures above design (0,0,0) X X X X X X X X X X X XXXXXXXXXXXXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX X X X XXX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X G1.01 PROJECT INFORMATION SHEET NOTES: 1.SEE SHEET G1.00 FOR SYMBOLS & ABBREVIATIONS. 2.SECURE ALL PROJECT AREAS AT THE END OF EACH DAY. 3.CONTRACTOR SHALL MAINTAIN EGRESS ROUTES, OPEN SIDEWALKS AND FIRE LANES THROUGHOUT THE DURATION OF THE PROJECT. 4.CLEAN AND REMOVE CONSTRUCTION DEBRIS DAILY. CONTRACTOR IS RESPONSIBLE TO PROTECT AND PRESERVE ALL EXISTING ADJACENT FINISHES DURING CONSTRUCTION. 5.SITE AND PROJECT SECURITY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR SHALL TAKE MEANS NECESSARY FOR SITE SECURITY. REFERENCE SPECIFICATION XX XX XX. 6.CONTRACTOR SHALL COORDINATE DELIVERY ROUTES AND SHALL NOT COMPROMISE AUTOMOBILE OR EMERGENCY VEHICLES TRAFFIC ON SURROUNDING SURFACE STREETS THROUGHOUT THE DURATION OF THE PROJECT. 7.COORDINATE LOCATION OF ON-SITE SANITARY STATIONS WITH OWNER. PRIOR TO SETTING THE UNITS. A1 ARCHITECTURAL SITE PLAN N.T.S. NORTH N 1 4 T H A V E . A B C D E A B C D E F G H 12 F G H 1110987654321 121110987654321 SHEET NAME PA S C O H I G H S C H O O L SO F T B A L L F I E L D SHEET DESIGN WEST A R C H I T E C T S , P . A . © C O P Y R I G H T D E S I G N W E S T A R C H I T E C T S P . A . D E S I G N C O N C E P T S A N D D R A W I N G S NO T T O B E R E U S E D W I T H O U T W R I T T E N P E R M I S S I O N O F A R C H I T E C T ● ME R I D I A N , I D A H O ● PU L L M A N , W A S H I N G T O N ● ● KE N N E W I C K , W A S H I N G T O N ● ON T A R I O O R E G O N ● ● SP O K A N E , W A S H I N G T O N ww w . d e s i g n w e s t p a . c o m CHECKED BY DRAWN BY REVISIONS JOB NUMBER DATE 11/06/2025 25078 11 0 8 N 1 0 T H A V E N U E PA S C O , W A S H I N G T O N 9 9 3 0 1 BW AG PR E L I M I N A R Y NO T F O R CO N S T R U C T I O N EXISTING A/C GYM SYNTHETIC TURF DIRT INFIELD BA T T I N G C A G E BA T T I N G C A G E DU G O U T PI T C H DUGOUT PITCH EXISTING SIGN EXISTING CONC PRE S S EXISTING EXISTING N 1 4 T H A V E . N 1 4 T H A V E . EXISTING PARKING LOT EX I S T I N G A S P H A L T D R I V E 70' LIGHT FIXTURE (TYP. OF 8) 70' LIGHT FIXTURE (TYP. OF 8) 70' LIGHT FIXTURE (TYP. OF 8) STORAGE BUILDING REFERENCE SHEET A3.30 DUGOUT REFERENCE SHEET A1.00 (TYP. OF 2)ALUMINUM BLEACHERS & PRESS BOX STORAGE 3,600 SF Community Development Department PO Box 293, 525 N 3rd Ave, Pasco, WA 99301 P: 509.545.3441 / F: 509.545.3499 DETERMINATION OF NON-SIGNIFICANCE (Optional DNS Process) Issuance Date: December 29, 2025 Project Name: Pasco School District Portable Classrooms Project Number: SEPA2025-035 Proponent: Pasco School District 1215 W Lewis St. Pasco, WA 99301 Applicant: Raul Sital 1215 W Lewis St. Pasco, WA 99301 Description of Proposal: Pasco School District has submitted a Special Permit Application (SP2025 -017) for the replacement and reorientation of the existing softball field, adding new sports oriented buildings, and adding field lighting. The proposal is subject to regulations contained in the Pasco Municipal Code. Location of Proposal: Parcel # 112140013, addressed at 1108 N 10th Ave. Pasco WA 99301 Findings: 1. The Washington State Department of Ecology (WDE) has identified the potential for stormwater discharge. All Stormwater will need to be retained on site. The applicant must ensure compliance with Title 29 of the Pasco Municipal Code. 2. WDE has identified the possibility of hazardous or toxic waste generation during the development of the site, please refer to the construction and demolition section of WDE’s website for proper assessment and permitting. 3. The Benton Franklin Health District (BFHD) has identified the potential for excess noise. The applicant must ensure compliance with Title 9.130 of the Pasco Municipal Code. 4. BFHD has requested a complete set of construction plans be submitted to them for review. Lead Agency: City of Pasco The City of Pasco, acting as lead agency for this proposal, has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement Community Development Department PO Box 293, 525 N 3rd Ave, Pasco, WA 99301 P: 509.545.3441 / F: 509.545.3499 (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. This DNS is issued after using the optional DNS process in WAC 197-11-355. There is no further comment period on the DNS. Appeals must be filed within 14 days of this determination. Responsible Official: ________________________________________________ Haylie Matson, Community & Economic Development Director Appeals: You may appeal the threshold determination by submitting a written appeal to one of the following addresses: Email: bagleyj@pasco-wa.gov Physical Address: City of Pasco – Community & Economic Development Department 525 N. 3rd Avenue, First Floor Pasco, WA 99301 Mailing Address: P.O. Box 293 Pasco, WA 99301 Appeals must be submitted within 14 days of issuance of the threshold determination. The appeal must be in writing, include a concise statement identifying the matter being appealed, and provide the basic rationale for the appeal. A filing fee is required in accordance with the City’s Fee Resolution. Please note: Failure to file a timely and complete appeal shall constitute a waiver of all rights to an administrative appeal under City Code. All appeals should be directed to: Haylie Matson, CED Director Responsible Official: Haylie Matson Position/Title: Community & Economic Development Director Phone (509) 545-3451 Address: PO Box 293, Pasco, WA 99301 Community Development Department PO Box 293, 525 N 3rd Ave, Pasco, WA 99301 P: 509.545.3441 / F: 509.545.3499 PUBLIC NOTICE Si necesita ayuda para entender este aviso o necesita más información, por favor llame al Departamento de Desarrollo Comunitario y Económico de la Ciudad de Pasco a 509-545-3441. A Public Hearing with the Hearing Examiner will be held on January 14, 2025, at 6:00 pm Place: Council Chambers in Pasco City Hall at 525 N 3rd Avenue in Pasco Washington. Proposal: Raul Sital, on behalf of the Pasco School District, has submitted a SEPA checklist and Special Permit Application (SP2025-017) for the replacement and reorientation of the existing softball field, adding new sports oriented buildings, and adding field lighting. The project is located at 1108 N 10th Ave, Pasco, WA 99301, and is subject to the applicable regulations of the Pasco Municipal Code (Parcel #112140013), Pasco, WA 99301. Public Comment Period: Written comments must be submitted to the Community Development Department by 5:00 p.m. on January 14, 2025, to be included in the written record. If you have questions on the proposal, contact the Planning Division at (509) 543-5735 or via e-mail to: bagleyj@pasco-wa.gov. If you wish to participate in the hearing virtually, please register at least 2 hours prior to the meeting at the following registration link: www.pasco-wa.gov/publiccomment After registering, you will receive a confirmation email containing information about joining the webinar. Estimated Date of the Decision: Hearing Examiner will render a Decision on the Preliminary Plat application within ten (10) days of the public hearing. Prepared December 29, 2025 by: James Bagley, Planner II, PO Box 293 Pasco, WA 99301 (509) 543-5735 The City of Pasco welcomes full participation in public meetings by all citizens. No qualified individual with a disability s hall be excluded or denied the benefit of participating in such meetings. If you wish to use auxiliary aids or require assistance t o comment at this public meeting, please contact the Community Development Department at (509) 545-3441 or TDD (509) 585-4425 at least ten days prior to the date of the meeting to make arrangements for special needs. Pasco High School Softball Pasco,WA Sales Representative: Tim Butz · Designed By: William Isiminger · Design No.: 248773A · October 20, 2025 Not to be reproduced in whole or part without the written consent of Musco Lighting. ©1981, 2025 Musco Sports Lighting, LLC. Sports Illustrated Stadium, Harrison, New Jersey, USA UBS Arena, Elmont, New York, USA Tottenham Hotspur FC Training Ground, Tottenham, London, UKIowa Women of Achievement Bridge, Des Moines, Iowa, USA PROJECT SUMMARY Not to be reproduced in whole or part without the wriƩen consent of Musco Sports LighƟng, LLC. ©1981, 2025 Musco Sports LighƟng, LLC.ENGINEERED DESIGN By: William Isiminger • File #248773A • 20-Oct-25 Pasco High School Softball Pasco,WA LIGHTING SYSTEM Structure/Fixture Summary Structure ID Structure Height Fixt. Attachment Ht.Fixture Qty Fixture Type Load Circuit A1-A2 60'60'3 TLC-LED-900 2.64 kW A 16'1 TLC-BT-575 0.57 kW A B1 70'70'1 TLC-LED-1200 1.17 kW A 70'3 TLC-LED-900 2.64 kW A 16'1 TLC-BT-575 0.57 kW A B2 70'70'1 TLC-LED-1200 1.17 kW B 70'5 TLC-LED-900 4.40 kW B 16'1 TLC-BT-575 0.57 kW B C1 70'70'3 TLC-LED-1200 3.51 kW B 70'3 TLC-LED-900 2.64 kW B 16'2 TLC-BT-575 1.15 kW B P1-P2 60'60'1 TLC-LED-1200 1.17 kW C 60'3 TLC-LED-900 2.64 kW C 7 36 31.88 kW Circuit Summary Circuit Description Load Fixture Qty A Softball 10.81 kW 13 B Common 13.44 kW 15 C Practice 7.62 kW 8 Fixture Type Summary Type Circuit Source Wattage Lumens L90 L80 L70 Quantity TLC-BT-575 A LED 5700K - 75 CRI 575W 52,000 >120,000 >120,000 >120,000 3 TLC-BT-575 B LED 5700K - 75 CRI 575W 52,000 >120,000 >120,000 >120,000 3 TLC-LED-1200 A LED 5700K - 75 CRI 1170W 150,000 >120,000 >120,000 >120,000 1 TLC-LED-1200 B LED 5700K - 75 CRI 1170W 150,000 >120,000 >120,000 >120,000 4 TLC-LED-1200 C LED 5700K - 75 CRI 1170W 150,000 >120,000 >120,000 >120,000 2 TLC-LED-900 A LED 5700K - 75 CRI 880W 104,000 >120,000 >120,000 >120,000 9 TLC-LED-900 B LED 5700K - 75 CRI 880W 104,000 >120,000 >120,000 >120,000 8 TLC-LED-900 C LED 5700K - 75 CRI 880W 104,000 >120,000 >120,000 >120,000 6 Single Fixture Amperage Draw Chart Driver SpeciĮcaƟons (.90 min power factor) Line Amperage Per Fixture (max draw) Single Phase Voltage 208 (60) 220 (60) 240 (60) 277 (60) 347 (60) 380 (60) 480 (60) TLC-LED-1200 6.9 6.5 6.0 5.2 4.2 3.8 3.0 TLC-LED-900 5.2 4.9 4.5 3.9 3.1 2.9 2.3 TLC-BT-575 3.3 3.2 2.9 2.5 2.0 1.8 1.5 Light Level Summary Calculation Grid Summary Grid Name Calculation Metric Illumination Ave Circuits Fixture QtyAveMinMaxMax/Min Ave/Min Practice Horizontal Illuminance 33.85 24 46 1.91 1.41 B,C 23 Road Cd Max Candela (by Fixture)1238.84 1 6093 5964.18 1212.57 A,B,C 36 Road Spill Horizontal 0.08 0 1 --A,B,C 36 Road Spill Max Vertical Illuminance Metric 0.15 0 1 --A,B,C 36 Softball (Infield)Horizontal Illuminance 51.27 40 60 1.49 1.27 A,B 28 Softball (Outfield)Horizontal Illuminance 33.57 23 49 2.08 1.43 A,B 28 Guaranteed Performance:The ILLUMINATION described aboveis guaranteed per your Musco Warranty document. Field Measurements:Individual field measurements may varyfrom computer-calculated predictions. Electrical System Requirements:Refer to AmperageDraw Chart and/or the "Musco Control System Summary"for electrical sizing. Installation Requirements:Results assume ± 3%nominal voltage at line side of the driver and structureslocated within 3 feet (1m) of design locations. BA BA 1 2 BA BA 1 2 BA 2: 1 2 SL O P E BA 12 AB 2 12 21 12 2 12 6' - 0 " 30'-0" 10 ' - 4 " 4" E.Q.E.Q.E.Q. 7'-4" 8" 14'-0" 8" 7'-4" BA 1 2 BA 4'-3" 4' - 4 " E.Q.E.Q.E.Q.E.Q. A1.01 DUGOUT BUILDING A B C D E A B C D E F G H 12 F G H 1110987654321 121110987654321 SHEET NAME PA S C O H I G H S C H O O L SO F T B A L L F I E L D SHEET DESIGN WEST A R C H I T E C T S , P . A . © C O P Y R I G H T D E S I G N W E S T A R C H I T E C T S P . A . D E S I G N C O N C E P T S A N D D R A W I N G S NO T T O B E R E U S E D W I T H O U T W R I T T E N P E R M I S S I O N O F A R C H I T E C T ● ME R I D I A N , I D A H O ● PU L L M A N , W A S H I N G T O N ● ● KE N N E W I C K , W A S H I N G T O N ● ON T A R I O O R E G O N ● ● SP O K A N E , W A S H I N G T O N ww w . d e s i g n w e s t p a . c o m CHECKED BY DRAWN BY REVISIONS JOB NUMBER DATE 11/06/2025 25078 11 0 8 N 1 0 T H A V E N U E PA S C O , W A S H I N G T O N 9 9 3 0 1 BW AG PR E L I M I N A R Y NO T F O R CO N S T R U C T I O N E5 A1.01 E5 A1.01 G5 A1.01 G5 A1.01 E5 A1.01 E5 A1.01 G5 A1.01 G5 A1.01 E5 A1.01 E5 A1.01 G5 A1.01 G5 A1.01 DUGOUT 301 DUGOUT 301 8" OPENING IN CMU FOR DRAINAGE BOTTOM ROW ONLY PROVIDE SCREEN, TYP. 32 31 13.05 - STEEL PIPE POST, 3 1/2" CRUSHED GRAVEL OVER COMPACTED GRADE 03 30 00.03 - CONCRETE SLAB, 4" TYP. 06 10 00.46 - ROOF JOIST 2x8 @ 24" O.C., TYP. 06 18 00.01 - GLUED-LAM BEAM, 5 1/8"x10 1/2" WITH BEVELED TOP TO MATCH ROOF SLOPE 32 31 13.05 - STEEL PIPE POST, 3 1/2" 32 31 13.05 - STEEL PIPE POST, 2 1/2" 32 31 13.05 - STEEL PIPE POST, 2 1/2" 32 31 13.05 - STEEL PIPE POST, 3 1/2" 32 31 13.05 - STEEL PIPE POST, 3 1/2" 32 31 13.05 - STEEL PIPE POST, 3 1/2" BULLPEN NOTE: 3RD BASE DUGOUT SHOWN. MIRROR LAYOUT FOR 1ST BASE DUGOUT. CRUSHED GRAVEL OVER COMPACTED GRADE XX AX.XX TYP. DIV 12 - (2) - 8' LONG ALUMINUM BENCHES 12 93 00 - HELMET AND BAT RACK 12 93 00 - STORAGE RACK (3) CONTINUOUS #5 BARS FOR STEM WALL CONSTRUCTION AND BALANCE OF INFORMATION, SEE XX/SX.XX OF STRUCTURAL DRAWINGS (5) #4 VERTICAL BARS EQUALLY SPACED. #3 TIES AT 8" O.C. VERTICALLY 04 22 00.11 - MASONRY UNIT, TYPE 1 04 22 00.11 - MASONRY UNIT, TYPE 1 A9 / A 1 . 0 1 A5/A1.01 A1 1 / A 1 . 0 1 C5/A1.01 A1 WALL SECTION SCALE: 1/2" = 1'-0" A3 WALL SECTION SCALE: 1/2" = 1'-0" A5 ELEVATION SCALE: 1/4" = 1'-0" C5 ELEVATION SCALE: 1/4" = 1'-0" E5 BUILDING SECTION SCALE: 1/4" = 1'-0" G5 BUILDING SECTION SCALE: 1/4" = 1'-0" C9 DUGOUT FLOOR PLAN SCALE: 1/4" = 1'-0" E9 DUGOUT RCP PLAN SCALE: 1/4" = 1'-0" G9 DUGOUT ROOF PLAN SCALE: 1/4" = 1'-0" A9 ELEVATION SCALE: 1/4" = 1'-0" A11 ELEVATION SCALE: 1/4" = 1'-0" T.O.CMU 107'-4" 100'-0" T.O.SLAB 100'-0" T.O.SLAB 100'-0" T.O.SLAB 109'-9" T.O.FRAMING 109'-1" T.O.FRAMINGT.O.FRAMING 109'-1" 107'-4" T.O.CMU 100'-0" T.O.SLAB 107'-4" T.O.CMU 100'-0" T.O.SLAB 100'-0" T.O.SLAB 109'-1" T.O.FRAMING 107'-4" T.O.CMU 100'-0" T.O.SLAB T.O.FRAMING 109'-1" T.O.CMU 107'-4" 32 31 13.05 - STEEL PIPE POST, 3 1/2" G5 A1.01 07 31 13.02 - MODIFIED ASPHALT SHINGLES 6" TYP. 6" T Y P . 06 18 00.01 - GLUED-LAM BEAM, 5 1/8"x10 1/2" WITH BEVELED TOP TO MATCH ROOF SLOPE G5 A1.01 G5 A1.01 03 30 00.01 - CONCRETE, TROWEL SMOOTH TOP OF EXPOSED STEM WALL, TYP. 03 30 00.01 - CONCRETE, TROWEL SMOOTH TOP OF EXPOSED STEM WALL, TYP. 03 30 00.02 - CONCRETE FOOTING SLOPE GRADE AWAY FROM BUILDING, TYP. 04 22 00.01 - CMU - SEE ELEVATIONS, SEE X/SX.XX OF STRUCTURAL DRAWINGS FOR REINFORCING 12 93 00 - STORAGE RACK XX AX.XX XX AX.XX 32 31 13.01 - CHAIN LINK FENCE 8" OPENING IN CMU FOR DRAINAGE BOTTOM ROW ONLY, PROVIDE SCREEN, TYP. 3' - 4 " PT - X 2' - 8 " PT - X 8" PT - X 8" PT - X 07 31 13.02 - MODIFIED ASPHALT SHINGLES 07 31 13.02 - MODIFIED ASPHALT SHINGLES 32 31 13.01 - CHAIN LINK FENCE 03 30 00.01 - CONCRETE, TROWEL SMOOTH TOP OF EXPOSED STEM WALL, TYP. 1 A 2 4 1 2 4 B A C B C 2: 1 2 SL O P E 2: 1 2 SL O P E 3 3 5 5 2: 1 2 SL O P E 2: 1 2 SL O P E 2: 1 2 SL O P E 2: 1 2 SL O P E RIDGE 1 A 2 4 1 2 4 B A C B C 3 3 5 5 STORAGE BLDG -- CB X X X X X X X X CB CB 18 ' - 0 " 36 ' - 0 " 18 ' - 0 " 25'-0" 100'-0" CB XXXXXXXXXXXXX X X X X 25'-0"25'-0"25'-0" A 2 12 B C 12 ' - 0 " ACB 2 12 21 3 4 5 1 A 2 4 1 2 4 B A C B C 3 3 5 5 STORAGE BLDG -- A3.30 STORAGE BUILDING SHEET NOTES 1.SEE SHEET G1.00A FOR SYMBOLS & ABBREVIATIONS. 2.REFERENCE SHEET G1.01 FOR EACH BUILDING LOCATION. G8 STORAGE BLDG ROOF PLAN SCALE: 1/8" = 1'-0" C8 STORAGE BLDG ROOF PLAN SCALE: 1/8" = 1'-0" NORTH A5 / A 3 . 3 0 115'-6" T.O.FRAMING 100'-0" T.O.SLAB A5 STORAGE BLDG SIDE ELEVATION SCALE: 1/8" = 1'-0" C5 STORAGE BLDG SECTION SCALE: 1/8" = 1'-0" 115'-6" T.O.FRAMING 100'-0" T.O.SLAB C5 A3.30 115'-6" T.O.FRAMING 100'-0" T.O.SLAB A8 STORAGE BLDG ELEVATION SCALE: 1/8" = 1'-0" 07 61 13.20 - METAL RAKE FLASHING, TYP. 07 61 13.99 - METAL RIDGE FLASHING, TYP. 07 61 13.99 - METAL FASCIA AND DRIP EDGE FLASHING, TYP. 13 34 19.99 - CONTINUOUS METAL GUTTER AND DOWNSPOUT OPEN TO DAYLIGHT BELOW, TYP. D.S. D.S. E8 STORAGE BLDG REFLECTIVE CEILING PLAN SCALE: 1/8" = 1'-0" NORTH C10 A3.30C A8/A3.30 07 21 13.01 - FOUNDATION BOARD INSULATION R-10 VERTICAL; AT ENTIRE PERIMETER, TYP. 13 34 19.99 - METAL WALL PANEL, AT ALL INTERIOR WALLS, TYP. 08 36 13.01 - SECTIONAL OVERHEAD DOOR POWER OPENER, TYP. XX AX.XX 03 30 00.02 - CONCRETE FOOTING, SEE STRUCTURAL 03 30 00.03 - CONCRETE SLAB, SEE STRUCTURAL 03 30 00.01 - CONCRETE, SLOPE GRADE AWAY FROM BUILDING, SEE CIVIL TYP. SL O P E T O D R A I N SL O P E T O D R A I N SL O P E T O D R A I N 13 34 19.01 - PRE-ENGINEERED STEEL BUILDING FRAME, TYP. 13 34 19.99 - METAL WALL PANEL BEYOND, TYP. 13 34 19.99 - STANDING SEAM METAL ROOF ASSEMBLY 13 34 19.99 - CONTINUOUS METAL GUTTER AND DOWNSPOUT OPEN TO DAYLIGHT BELOW, TYP. 23 00 00.01 - ITEM BY DIV. 23 SUSPEND HEATER, TYP. 26 00 00.01 - ITEM BY DIV. 26, SEE ELECTRICAL FOR LIGHTING, TYP. 08 36 13.01 - SECTIONAL OVERHEAD DOOR POWER OPENER, TYP. A B C D E A B C D E F G H 12 F G H 1110987654321 121110987654321 SHEET NAME PA S C O H I G H S C H O O L SO F T B A L L F I E L D SHEET DESIGN WEST A R C H I T E C T S , P . A . © C O P Y R I G H T D E S I G N W E S T A R C H I T E C T S P . A . D E S I G N C O N C E P T S A N D D R A W I N G S NO T T O B E R E U S E D W I T H O U T W R I T T E N P E R M I S S I O N O F A R C H I T E C T ● ME R I D I A N , I D A H O ● PU L L M A N , W A S H I N G T O N ● ● KE N N E W I C K , W A S H I N G T O N ● ON T A R I O O R E G O N ● ● SP O K A N E , W A S H I N G T O N ww w . d e s i g n w e s t p a . c o m CHECKED BY DRAWN BY REVISIONS JOB NUMBER DATE 11/06/2025 25078 11 0 8 N 1 0 T H A V E N U E PA S C O , W A S H I N G T O N 9 9 3 0 1 BW AG PR E L I M I N A R Y NO T F O R CO N S T R U C T I O N NORTH 32 31 13.01 - CHAIN LINK FENCE 13 34 19.01 - PRE-ENGINEERED STEEL CROSS BRACING FRAME, TYP. E F G H A B C D A5 / A 3 . 3 0 A8/A3.30 D.S.D.S.D.S.D.S. A5 / A 3 . 3 0 C5 A3.30 A8/A3.30 ILLUMINATION SUMMARY Not to be reproduced in whole or part without the wriƩen consent of Musco Sports LighƟng, LLC. ©1981, 2025 Musco Sports LighƟng, LLC.ENGINEERED DESIGN By: William Isiminger • File #248773A • 20-Oct-25 C1 A1 A2 B1 B2 54 56 53 56 57 48 35 25 29 28 56 60 48 49 57 47 38 30 27 30 27 52 47 48 49 48 43 36 30 28 29 26 55 49 49 47 45 42 38 34 30 30 27 55 57 49 44 40 40 38 37 32 29 24 49 48 42 40 37 37 36 35 33 32 38 38 35 35 35 33 31 31 34 35 33 33 31 34 36 37 33 33 31 39 34 33 33 34 35 32 31 34 29 34 33 30 31 30 25 23 26 27 17 5 ' 125' 35 ' 40' 40 ' 35' 33 ' 125' 12 5 ' 33' SCALE IN FEET 1 : 40 0'40'80' Equipment List For Areas Shown Structure Fixtures QTY STRUCTURE ID SIZE GRADE ELEVATION ABOVE FIELD LEVEL FIXTURE TYPE QTY/POLE THIS GRID OTHER GRIDS 2 A1-A2 60'-60'TLC-LED-900 3 3 0 15.5'TLC-BT-575 1 1 0 1 B1 70'-70'TLC-LED-1200 1 1 0 70'TLC-LED-900 3 3 0 15.5'TLC-BT-575 1 1 0 1 B2 70'-70'TLC-LED-1200 1 1 0 70'TLC-LED-900 4/1*5 0 15.5'TLC-BT-575 1 1 0 1 C1 70'-70'TLC-LED-1200 2/1*3 0 70'TLC-LED-900 2/1*3 0 15.5'TLC-BT-575 2 2 0 5 Totals 28 28 0 *This structure utilizes a back-to-back mounting configuration Above Field Level is height of fixtures above area shown Pasco High School Softball Pasco,WA Grid Summary Name:Softball Size:210'/210'/210' - basepath 60' Spacing:20.0' x 20.0' Height:3.0' above grade Illumination Summary MAINTAINED HORIZONTAL FOOTCANDLES Infield Outfield Guaranteed Average: 50 30 Scan Average:51.27 33.57 Maximum:60 49 Minimum:40 23 Avg/Min:1.27 1.43 Guaranteed Max/Min:2 2.5 Max/Min:1.49 2.08 UG (adjacent pts):1.27 1.44 CU:0.56 No. of Points:25 77 FIXTURE INFORMATION Applied Circuits:A,B No. of Fixtures:28 Total Load:24.26 kW Pole location(s)dimensions are relative to 0,0 reference point(s) Guaranteed Performance:The ILLUMINATION described aboveis guaranteed per your Musco Warranty document. Field Measurements:Individual field measurements may varyfrom computer-calculated predictions. Electrical System Requirements:Refer to AmperageDraw Chart and/or the "Musco Control System Summary"for electrical sizing. Installation Requirements:Results assume ± 3%nominal voltage at line side of the driver and structureslocated within 3 feet (1m) of design locations. ILLUMINATION SUMMARY Not to be reproduced in whole or part without the wriƩen consent of Musco Sports LighƟng, LLC. ©1981, 2025 Musco Sports LighƟng, LLC.ENGINEERED DESIGN By: William Isiminger • File #248773A • 20-Oct-25 35 34 31 33 36 34 31 34 27 45 41 36 37 33 34 35 36 35 26 41 34 33 32 34 36 35 25 29 41 34 29 30 30 34 36 24 28 39 33 32 35 32 33 39 37 34 46 38 29 30 28 37 41 30 P1 P2 10 2 ' 84' 10 6 ' 84' 75 ' 90' 75 ' 90' C1 B2 SCALE IN FEET 1 : 50 0'50'100' Equipment List For Areas Shown Structure Fixtures QTY STRUCTURE ID SIZE GRADE ELEVATION ABOVE FIELD LEVEL FIXTURE TYPE QTY/POLE THIS GRID OTHER GRIDS 1 B2 70'-70'TLC-LED-1200 1 1 0 70'TLC-LED-900 4/1*5 0 15.5'TLC-BT-575 1 1 0 1 C1 70'-70'TLC-LED-1200 2/1*3 0 70'TLC-LED-900 2/1*3 0 15.5'TLC-BT-575 2 2 0 2 P1-P2 60'-60'TLC-LED-1200 1 1 0 60'TLC-LED-900 3 3 0 4 Totals 23 23 0 *This structure utilizes a back-to-back mounting configuration Above Field Level is height of fixtures above area shown Pasco High School Softball Pasco,WA Grid Summary Name:Practice Size:160' x 270' Spacing:30.0' x 30.0' Height:3.0' above grade Illumination Summary MAINTAINED HORIZONTAL FOOTCANDLES Entire Grid Guaranteed Average: 30 Scan Average:33.85 Maximum:46 Minimum:24 Avg/Min:1.41 Guaranteed Max/Min: 2.5 Max/Min:1.91 UG (adjacent pts):1.74 CU:0.66 No. of Points:54 FIXTURE INFORMATION Applied Circuits:B,C No. of Fixtures:23 Total Load:21.06 kW Pole location(s)dimensions are relative to 0,0 reference point(s) Guaranteed Performance:The ILLUMINATION described aboveis guaranteed per your Musco Warranty document. Field Measurements:Individual field measurements may varyfrom computer-calculated predictions. Electrical System Requirements:Refer to AmperageDraw Chart and/or the "Musco Control System Summary"for electrical sizing. Installation Requirements:Results assume ± 3%nominal voltage at line side of the driver and structureslocated within 3 feet (1m) of design locations. ILLUMINATION SUMMARY Not to be reproduced in whole or part without the wriƩen consent of Musco Sports LighƟng, LLC. ©1981, 2025 Musco Sports LighƟng, LLC.ENGINEERED DESIGN By: William Isiminger • File #248773A • 20-Oct-25 P1 P2 0.00 0.00 0.01 0.03 0.01 0.01 0.03 0.11 0.68 0.04 0.14 0.09 0.03 0.22 0.12 0.00 0.00 0.00 10 2 ' 38 ' 249' 11 3 ' 174' 10 6 ' 84' 52 ' 242' 75 ' 90' 75 ' 90' A1 A2 B2 B1 SCALE IN FEET 1 : 60 0'60'120' Pasco High School Softball Pasco,WA Grid Summary Name:Road Spill Size:160' x 270' Spacing:30.0' x 10.0' Height:3.0' above grade Illumination Summary MAINTAINED HORIZONTAL FOOTCANDLES Entire Grid Scan Average: 0.08 Maximum:1 Minimum:0 No. of Points:18 FIXTURE INFORMATION Applied Circuits:A,B,C No. of Fixtures:36 Total Load:31.88 kW Pole location(s)dimensions are relative to 0,0 reference point(s) Guaranteed Performance:The ILLUMINATION described aboveis guaranteed per your Musco Warranty document. Field Measurements:Individual field measurements may varyfrom computer-calculated predictions. Electrical System Requirements:Refer to AmperageDraw Chart and/or the "Musco Control System Summary"for electrical sizing. Installation Requirements:Results assume ± 3%nominal voltage at line side of the driver and structureslocated within 3 feet (1m) of design locations. ILLUMINATION SUMMARY Not to be reproduced in whole or part without the wriƩen consent of Musco Sports LighƟng, LLC. ©1981, 2025 Musco Sports LighƟng, LLC.ENGINEERED DESIGN By: William Isiminger • File #248773A • 20-Oct-25 P1 P2 0.00 0.00 0.02 0.09 0.02 0.03 0.05 0.18 1.03 0.09 0.28 0.17 0.07 0.45 0.24 0.01 0.00 0.00 10 2 ' 38 ' 249' 11 3 ' 174' 10 6 ' 84' 52 ' 242' 75 ' 90' 75 ' 90' A1 A2 B2 B1 SCALE IN FEET 1 : 60 0'60'120' Pasco High School Softball Pasco,WA Grid Summary Name:Road Spill Size:160' x 270' Spacing:30.0' x 10.0' Height:3.0' above grade Illumination Summary MAINTAINED MAX VERTICAL FOOTCANDLES Entire Grid Scan Average: 0.15 Maximum:1 Minimum:0 No. of Points:18 FIXTURE INFORMATION Applied Circuits:A,B,C No. of Fixtures:36 Total Load:31.88 kW Pole location(s)dimensions are relative to 0,0 reference point(s) Guaranteed Performance:The ILLUMINATION described aboveis guaranteed per your Musco Warranty document. Field Measurements:Individual field measurements may varyfrom computer-calculated predictions. Electrical System Requirements:Refer to AmperageDraw Chart and/or the "Musco Control System Summary"for electrical sizing. Installation Requirements:Results assume ± 3%nominal voltage at line side of the driver and structureslocated within 3 feet (1m) of design locations. ILLUMINATION SUMMARY Not to be reproduced in whole or part without the wriƩen consent of Musco Sports LighƟng, LLC. ©1981, 2025 Musco Sports LighƟng, LLC.ENGINEERED DESIGN By: William Isiminger • File #248773A • 20-Oct-25 P1 P2 1 124 442 856 633 605 615 1249 6093 2790 3119 1951 688 1311 1790 27 4 1 10 2 ' 38 ' 249' 11 3 ' 174' 10 6 ' 84' 52 ' 242' 75 ' 90' 75 ' 90' A1 A2 B2 B1 SCALE IN FEET 1 : 60 0'60'120' Pasco High School Softball Pasco,WA Grid Summary Name:Road Cd Size:160' x 270' Spacing:30.0' x 10.0' Height:5.0' above grade Illumination Summary MAINTAINED MAX CANDELA (PER FIXTURE) Entire Grid Scan Average: 1238.84 Maximum:6093 Minimum:1 No. of Points:18 FIXTURE INFORMATION Applied Circuits:A,B,C No. of Fixtures:36 Total Load:31.88 kW Pole location(s)dimensions are relative to 0,0 reference point(s) Guaranteed Performance:The ILLUMINATION described aboveis guaranteed per your Musco Warranty document. Field Measurements:Individual field measurements may varyfrom computer-calculated predictions. Electrical System Requirements:Refer to AmperageDraw Chart and/or the "Musco Control System Summary"for electrical sizing. Installation Requirements:Results assume ± 3%nominal voltage at line side of the driver and structureslocated within 3 feet (1m) of design locations.