Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
COW 2022-02-14 Item 4E - Report - 42nd Avenue South Bridge Type, Size and Location Report
COUNCIL AGENDA SYNOPSIS A.41,----- Initials ITEM No. 44, Meeting Date Prepared by Mayor's review Council review Q l o 02/14/2022 BR 4.E. 29Q$ ITEM INFORMATION STAFF SPONSOR: ADAM COX ORIGINAL AGENDA DATE: 02/14/22 AGENDA ITEM TITLE 42"d Ave S Bridge Replacement - TS&L Report CATEGORY �I Mtg Discussion Date 02/14/22 ❑ Motion Meg Date ❑ Resolution Mtg Date ❑ Ordinance Mtg Date ❑ Bid Award Mtg Date ❑ Public Hearing Mtg Date ❑ Other Mtg Date SPONSOR ❑ Council ❑ Mayor ❑ Admin Svcs ❑ DCL) ❑ Finance ❑ Fire ❑ P&R ❑ Police ❑ Pr SPONSOR'S As part of the 30% design, TranTech Engineering, the design consultant, developed a Type, SUMMARY Size, & Location (TS&L) report to provide options for replacement of the 42nd Ave S Bridge. The TS&L report is an industry design standard that allows the agency to receive multiple options and weigh all outcomes when a selecting a structure for replacement. The four bridge replacement options identified in the TS&L are being brought forward to Council for discussion. REVIEWED BY ❑ Trans&lnfrastructure Svcs ❑ Community Svcs/Safety ❑ Finance & Governance ❑ Planning & Community Dev. ❑ LTAC ❑ Arts Comm. ❑ Parks Comm. ❑ Planning Comm. DATE: COMMITTEE CHAIR: RECOMMENDATIONS: SPONSOR/ADMIN. Department of Public Works COMMITTEE COST IMPACT / FUND SOURCE EXPENDITURE REQUIRED AMOUNT BUDGETED APPROPRIATION REQUIRED $ $ Fund Source: 104 Comments: MTG. DATE RECORD OF COUNCIL ACTION 02/14/22 MTG. DATE ATTACHMENTS 02/14/22 Informational Memorandum dated 02/11/22 Draft TS&L Report 173 174 City of Tukwila► Allan Ekberg, Mayor Public Works Department - Hari Ponnekanti, Director/City Engineer INFORMATIONAL MEMORANDUM TO: City Council FROM: Hari Ponnekanti, P.E., Public Works Director/ City Engineer BY: Adam Cox, P.E., Transportation Project Manager DATE: February 11, 2022 SUBJECT: 42nd Ave S Bridge Replacement Project -Type, Size, and Location Report ISSUE Discuss the options presented in the Type, Size, and Location (TS&L) report for the 42nd Ave S Bridge Replacement project. BACKGROUND At the October 26, 2020 Committee of the Whole meeting, Councilmembers were presented options to move the 42ntl Ave S Bridge Replacement project forward with the selection of 30% Plans and Estimate (P&E) or the 100% ad -ready Plans, Specifications, and Estimate (PS&E). Included in the 30% P&E was a description of the TS&L and the two conceptual alternatives for the replacement of the 42nd Ave S Bridge: 1. Replacement of the bridge in its current location; or 2. Replace the structure at S 124th St. Both options are eligible for funding as the new structure remained in the same corridor. On November 02, 2020, Council directed staff to move forward with the 30% P&E as part of TranTech's original contract and re-examine options for 100% PS&E once additional funding was secured. The intent of starting the 30% P&E was to make the replacement project more competitive for the federally funded Local Bridge Program's (formerly known as BRAC) call for projects that was announced in late 2020, with the due date for the application in February 2021. The City Council adopted funding for the 42nd Ave S Bridge as its top state and federal legislative priority. In June 2021, the City was awarded $1.5M in federal contingency funding from the PSRC to be applied toward the design phase, and in July 2021, the Local Bridge Program awarded $12M for the design and construction phases of the 42nd Ave S Bridge Replacement Project. These funds will cover all design expenses and move the project well into construction. Staff conducted the initial consultant selection process for the project in accordance with the WSDOT Local Agency Guideline (LAG) manual to ensure the selected consultant would be approved by WSDOT and expenses would be eligible for federal grant reimbursement throughout the project. Given that federal protocol was adhered to during the selection process, WSDOT Local Programs Department determined that TranTech is an approved consultant to perform the design work without the need to readvertise or reinterview design consultants, a process that would take a minimum of three months. The ability to move forward with 100% design through the existing contract with TranTech provided the City with costs savings and prevented project delays. The supplemental agreement was issued to TranTech in October 2021 to get to 100% ad ready PS&E enabling future construction bidding. The bid ready PS&E is still on schedule to be completed by the third quarter of 2023. HISTORICAL TIMELINE 2017 City applied for and did not receive state funding for local bridge replacement 2019 City applied for and did not receive state funding for local bridge replacement 2020 City adopts 42nd St. Bridge Replacement as top state and federal legislative priority February 2020 Council approves $1 M for 30% design May 2020 Advertisement for design is published August 2020 TranTech Engineering, LLC selected November 2020 Council Awarded 30% Design (Type, Size, Location) to TranTech 175 June 2021 PSRC Funds Awarded June 2021 Local Bridge Program Funds Awarded October 2021 Council Awarded 100% Design to TranTech December 2021 Draft TS&L submitted for Public Works Engineers for Review December 15, 2021 Bridge Strike February 2022 Project included in the State Transportation Package for $17M in funding and is currently being considered by the legislature February 14, 2022 COW Discussion ANALYSIS As part of the 30% P&E, TranTech was tasked with creating a TS&L report to give the City options for replacement of the 42nd Ave S Bridge. The TS&L report is an industry design standard that allows the agency to receive multiple options and weighs all outcomes when a selecting a structure for replacement. During the TS&L process, TranTech and its subcontractors have used their best engineering judgement to create an accurate report that lines up with the City's best interests when replacing the structure. All four options presented are using the same cross section configuration with 12 ft wide travel lanes, a concrete pedestrian barrier, and a 10 ft wide ADA -approved pedestrian walkway. The differences between the structures are: 1) the structure location; and 2) material used for girders. All four options are eligible for federal funding and grants as they are in the same corridor as the current structure. All options provided below have inherent pros and cons and the comparison matrix found in the draft TS&L report illustrates all the weighted variables and provides a professional rating of each element. Due to the complexity of each replacement option and the limited scope of work in preparation of the TS&L, each option has had a construability review at a cursory level. This allows the design team to explore multiple avenues without wasting time focusing on one option that would not be the preferred structure for this project. There are still multiple unknowns that will be investigated during the design process. Once a replacement is selected, TranTech can then focus their efforts to creating a safe, dependable structure that has a design life of 100+ years. The following options to be considered for the 42nd Ave S Bridge replacement are: • Option 1: New 42nd Ave S Bridge with Steel Girders Replace the structure in its current location with the main span consisting of steel girders. • Option 2: New 42nd Ave S Bridge with Concrete Girders Replace the structure in its current location with the main span consisting of concrete girders. • Option 3: New S 124th Ave Bridge with Steel Girders New structure at S 124th St with the main span consisting of steel girders. • Option 4: New S 124th Ave Bridge with Concrete Girders New structure at S 124th St with the main span consisting of concrete girders. PROPOSED NEXT STEPS Public Works staff will share the 42nd Ave S Replacement options and gather feedback at the monthly Allentown Community Meeting on February 22, 2022 and other community outreach meetings, and return to Council at the March 28, 2022 Committee of the Whole for Council direction and selection of the replacement option. FINANCIAL IMPACT No financial impact at this time. RECOMMENDATION Discussion Only ATTACHMENT: 42nd Ave S Bridge Draft TS&L Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov 176 42nd Ave S Bridge Replacement Type, Size, & Location Report Prepared for: City of Tukwila Public Works - Engineering December 2021 TranTech Engineering, LLC 365 — 118th Ave SE, Suite 100 Bellevue, WA 98005 (425) 543-5545 TRANTECH klEngineering LLC Executive Summary This project will replace the existing bridge over the Duwamish River that was constructed in 1949. The physical condition of this bridge has been deteriorating in recent years and requires constant maintenance. Recommendation for a replacement bridge and its alignment is based on considerations of the environmental process determinations, budget and stakeholder input. The completed bridge will have a roadway section that will consist of two 12 -foot lanes, two 2 -foot shoulders and a separated 10 -foot pedestrian path for a total width of 42 feet out -to -out. The project is scheduled to go to construction in 2024. The design team developed a list of critical project criteria and improvements/impacts for the project. Criteria was developed for environmental, social and cost considerations associated with the project. The criteria used for comparison purposes included: Environmental: • Natural River Flow Conditions • Natural Bank Habitat Conditions Social: • Temporary MOT Impacts • Aesthetics Costs: • Construction Costs (Bridge and Approaches) • Right of Way Costs In close collaboration with the City, the design team made careful examination of a final list of two alignments, 42nd Ave S and S 124th Street, and two viable structural bridge alternatives for each alignment, from all facets of engineering disciplines, seeking an optimized bridge solution with respect to the above mentioned criteria. The viable alternatives for each alignment are: 42nd Ave S Alignment Alternative 1 A - Three -span precast concrete girder Alternative 1 B - Three -span steel plate girder S 124th Street Alignment Alternative 2 A - Three -span precast concrete girder Alternative 2 B - Three -span steel plate girder The study presented in this report leads to the conclusion that the steel plate girder on the S 124th Street alignment, Alternative 2B (i.e., Three -span steel plate girder bridge), best meets the criteria set forth for the project. The cost of this alternative is the lowest of all alternatives at approximately $21.5M. The team's recommendation is to advance design of the Alternative 2B on S 124th Street alignment through final PS&E phase. 178 2 Table of Contents 42"d Ave S Bridge Replacement Type, Size, & Location Report 1 Executive Summary 2 1. Introduction 4 2. Type, Size & Location (TS&L) Study 6 2.1 Surveying 7 2.2 Geotechnical 8 2.3 Permitting 11 2.4 Hydrology 15 2.5 Traffic 16 2.6 Public Outreach 17 2.7 Aesthetics 18 2.8 Roadway/Utilities 19 2.9 Structural 24 2.10 Constructability 25 2.11 TS&L Alternatives Comparison 26 Concluding remarks and recommendations 28 Appendix Appendix A — Existing Plans 29 Appendix B — Current Inspection Report 44 Appendix C — Survey Map 79 Appendix D — Geotechnical Investigations Technical Memo 81 Appendix E — Permitting Matrices 124 Appendix F — Mobility of Traffic Mechanical Memo 128 Appendix G — Public Outreach 198 Appendix H — Aesthetics Exhibits 223 Appendix I — Roadway/Utilities Exhibits 235 Appendix J — Bridge Viable Structure Concept Alternatives Drawings 239 Appendix K — Constructability Memo 254 Appendix L — Bridge Alternatives Opinion of Cost 267 1. Introduction This project will replace the existing City of Tukwila's (City) South (S) 42nd Ave Bridge with a new multi -span bridge. The existing 42nd Ave S Bridge was built in 1949. It is a 3 -span bridge that is 280 -foot - long (30':220':30') and 28 -feet wide (24' curb -to -curb) with the main span consisting of a through -truss that spans over Duwamish River. The existing bridge has a sufficiency rating of 7.56 SD and is considered Structurally Deficient and Functionally Obsolete. The 2018 Average Daily Traffic volume (ADT) was 10,300 vehicles per day with 30% of those vehicles being heavy trucks. The 42nd Ave S Bridge is a primary crossing of the Duwamish River for the Allentown neighborhood, the Burlington Northern Santa Fe (BNSF) Intermodal Facility, and the Baker Commodities which are considered as major stakeholders of this project. The City has been struggling with the deterioration of this bridge for many years. Starting in the 1990's with an expensive painting project, and followed a few years later by the emergency shoring of the northern approach roadway with a sheet pile wall system when the river threatened to wash away its northern approach fill. Even after those repairs, the north approach has continued to settle requiring constant maintenance to provide a smooth transition onto the bridge. The existing steel truss is a Fracture Critical structure and requires costly special access inspections every 24 months which must be proceeded by a cleaning of the structure to allow complete access to critical connections. Cleaning the bridge is also expensive and a logistical headache that yields only short-term benefits. The bridge currently needs further maintenance, and the cost of the necessary repairs to provide improved level of service per today's standards exceeds the cost of replacing the bridge. Improving the level of service is extremely important for this route that serves in excess of 10,000 vehicle per day with 30% of those vehicles being trucks. The bridge is the only viable route for container trucks entering and leaving the Tukwila BNSF Intermodal Facility and is currently load posted restricting the free movement of that freight. The bridge's many structural deficiencies are compounded by the crossing of the frequent heavy loads as well as by deterioration suffered during its 70 -year service life. Deterioration that occurred despite the preventative maintenance performed on the bridge. 180 4 The bridge bearings are locked causing continuing damage from temperature related expansion and contraction of the bridge. These deficiencies coupled with the bridge geometry have resulted in a bridge at risk of collapse during a strong seismic event. The current truss is also narrow with only 24 feet curb -to -curb which further restricts the flow of traffic. Another issue is the width of the single sidewalk at just over 3 feet with the additional intrusion of the bridge truss structure into the pedestrian walkway. The functional deficiencies compound the structural ones, and both are further amplified by the proximity of the bridge to the Tukwila Community Center. The bridge serves pedestrians and cyclists as the southern connection of the Green River trail with the Community Center and Allentown. Appendix A presents the existing plans and Appendix B provides the current inspection report for the bridge. The City has applied and has been successful in securing federal funds for the replacement of this deteriorated bridge. This report entails the engineering design activities that have been performed by TranTech's team to prepare the herein Type, Size, & Location (TS&L) Report as part of the Phase 1 of designing a new bridge replacement for this route over the Duwamish River. The consultant team is composed of the following members: TranTech — Project Management, Structural Engineering; Civil Engineering 1 Alliance - Surveying Landau — Geotechnical Engineering and Environmental Permitting Natural Waters — Hydrology Engineering Transpo — Traffic Engineering Ott Sakai — Constructability & Estimation Envirolssues and Coaxis - Public Involvement DCI — Right-of-way Makers - Aesthetics 2. Type, Size & Location (TS&L) Study In order for this TS&L study report to be prepared, many design team members from various engineering disciplines had to provide contributions in support of this investigation effort. In the following report, a summary of these engineering activities is provided while detailed reports are provided in the appendices. Alternative Comparison Process: The design team developed a list of critical project criteria and improvements/impacts for the project. Criteria was developed for environmental, social and cost considerations associated with the project. The criteria used for comparison purposes included: Environmental: • Natural River Flow Conditions • Natural Bank Habitat Conditions Social: • Temporary MOT Impacts • Aesthetics Costs: • Construction Costs (Bridge and Approaches) • Right of Way Costs Each of the criteria was assigned a weight for comparison purposes. Further discussion on the comparison criteria and how it was used for this study is included in Section 2.11 TS&L Alternative Comparison of this report. In the following sections a summary of each engineering discipline with contributions to this study report is described in further detail. 182 6 2.1 Surveying This activity is performed by the TranTech's team member 1 Alliance. Exhibit C provides a plan displaying the topography base map survey of the bridge site. 2.2 Geotechnical This work element is performed by TranTech's geotechnical engineering team member Landau Associates, Inc. (LAI). In the following, a summary of the geotechnical engineering considerations associated with each studied alternative is provided. A detailed technical memo on this topic is provided in Appendix D. LAI conducted a subsurface exploration program along the two alternative bridge alignments that included four exploratory borings (B-1 through B-4). Two of the borings (B-1 and B-2) were advanced approximately 90.3 and 74.5 feet (ft) below ground surface (bgs) adjacent to the existing bridge alignment, and two borings (B-2 and B-4) were advanced approximately 90.5 and 60.5 ft bgs along the alternative South 124th Street Bridge alignment. Provided below is a summary of the subsurface soil conditions observed along the two, alternative bridge alignments. Existing Bridge Corridor Based on LAI's field observations, the soils/rock observed in the exploratory borings that were advanced along the existing bridge corridor (borings B-1 and B-2) were classified into the following geologic units: • Alluvium: This unit was generally observed to consist of black and mottled orange, brown to brownish tan, and gray, very loose to medium dense sand with varying amounts of silt and clay and with trace organics and gravel, and very soft to medium stiff silt with varying amounts of sand and trace organics. This unit was observed to extend from approximately 0 to 50 ft below ground surface (bgs) and 0 to 25 ft bgs in borings B-1 and B-2, respectively. • Glacial Till: This unit was encountered beneath the alluvium in borings B-1 and B-2 and was generally observed to consist of gray to greenish gray, dense to very dense sand with varying amounts of gravel, silt, cobbles, and boulders; and gray, hard silt with varying amounts of sand, gravel, cobbles, and boulders. This unit was observed to extend to the maximum depth of boring B-1 (90.3 ft bgs) and to a depth of about 74 ft bgs at the location of boring B-2. • Bedrock: At the location of boring B-2, this unit was encountered beneath the glacial till at approximately 74 ft bgs and was observed to consist of grayish black siltstone. LAI did not observe this unit in boring B-1. LAI was able to sample only the upper 6 inches of this unit. South 124th Street Corridor Based on LAI's field observations, the soils observed in the exploratory borings that were advanced along the South 124th Street corridor (borings B-3 and B-4) were classified into the following geologic units: 184 8 • Alluvium: This unit was generally observed to consist of tan to blackish gray and blackish brown, very loose to medium dense sand with varying amounts of silt and peat lenses; and gray, very soft to hard silt. This unit was observed to extend from approximately 0 to 73 ft bgs and 0 to 20 ft bgs in borings B-3 and B-4, respectively. • Glacial Till: This unit was encountered beneath the alluvium in borings B-3 and B-4 and was generally observed to consist of gray very dense sand with varying amounts of silt and trace gravel. At the location of boring B-3 between the depths of about 73 to 80 ft bgs, the till was observed to consist of tannish iron -stained, gravelly, silty, dense, fine to medium sand. The lower portion of the till unit was generally observed to consist of gray, bluish gray, tan, greenish gray, very dense sand with varying amounts of gravel and trace silt; and dark gray, hard silt with varying amounts of sand and gravel. This unit was observed to extend to the maximum depths of borings B-3 (90.5 ft bgs) and B-4 (60.5 ft bgs). Geotechnical Considerations Provided below is a summary of the geotechnical considerations that LAI identified for this project: • Earthquake shaking should be anticipated during the design life of the replacement bridge, and the proposed bridge should be designed to resist earthquake loading using appropriate design methodology. • Some of the upper soils along the two, alternative bridge alignments are susceptible to liquefaction during a strong motion earthquake. At the locations of the two, alternative bridge alignments, the estimated depth to the non -liquefiable soils was deeper on the Allentown side of the Duwamish River (50 to 70 ft vs 20 to 25 ft on the other side of the river). • It is LAI's opinion that the slopes/riverbanks along the two, alternative bridge alignments could experience lateral spreading during a design seismic event. • The upper 20 to 70 ft of soils along the two, alternative bridge alignments are soft/loose and have marginal foundation support characteristics. Furthermore, as noted above, portions of the upper soils may be subject to soil liquefaction and lateral spreading during a design -level earthquake. As a result, shallow foundations (e.g., spread footings), which are typically cost effective if they can be founded in hard or dense soils that have adequate bearing resistance and exhibit tolerable settlement under load, are not considered to be an appropriate foundation type for the proposed replacement bridge. Another reason that shallow foundations are not considered appropriate for the replacement bridge is because shallow foundations are not effective where soil liquefaction can occur at or below the footing level unless the liquefiable soil is removed, improved using ground improvement techniques, or is well below the footing level. Therefore, it is anticipated that the proposed replacement bridge will need to be supported by deep foundations. • Driven pile foundations and drilled shaft foundations are two deep foundation types that can be used when shallow foundations are not appropriate. For this project, shaft foundations with a diameter of 8 to 10 ft or greater appear to be most advantageous because a very dense bearing stratum can be penetrated in order to obtain the anticipated required bearing, uplift, and lateral resistances. In addition, shafts can be cost effective if a single shaft per column can be used as opposed to a pile group with a pile cap, especially if temporary shoring is required to construct the pile cap. Finally, unlike driven piles, shafts have the advantage of a reduced potential to cause damage to existing adjacent facilities from pile driving vibrations. • Soil liquefaction and lateral spreading could subject the replacement bridge foundations to down -drag and lateral loads, respectively. Downdrag loads could lead to bridge foundation damage (due to exceeding the structural capacity of the foundation) if not accounted for in the design, as well as increased foundation settlement. To mitigate the lateral spreading risk, the foundations for the replacement bridge will need to be situated outside of the zone of lateral spreading or the foundations will need to be designed to withstand the lateral forces imposed on the foundation by the moving soil. Potential methods to mitigate the liquefaction risk at the site include improving the soils such that liquefaction does not occur or to design the replacement bridge to tolerate the consequences of liquefaction (i.e., design the structure to tolerate downdrag loads and foundation settlement). • Nominal axial resistances of single, 8- and 10 -ft diameter drilled shafts can be preliminarily assumed to be equal to those presented in Table 4 in LAI's attached preliminary geotechnical report. • If it is necessary to place drilled shafts in groups with a center -to -center spacing of less than 3D (where D is the shaft diameter), then an axial group reduction factor will need to be incorporated into the design of the shaft. 186 10 2.3 Permitting This work element is performed by TranTech's geotechnical engineering team member Landau Associates, Inc. (LAI). In the following a summary of the geotechnical engineering considerations associated with each studied alternative is provided. A detailed technical memo on this topic is provided in Appendix E. Preliminary data was gathered to identify wetlands, waterways, wildlife habitats, cultural resources issues and the probable associated permitting requirements. The project area includes the extent of the 42nd Avenue South Alternative and South 124th Street Alternative. The study area extends 200 feet from the project area for evaluation of wetland/waterway critical areas. Existing Conditions Public documents reviewed included City Critical Areas Mapping, National Wetlands Inventory (NWI) mapping, Federal Emergency Management Agency (FEMA) floodplain data, Washington Department of Fish and Wildlife (WDFW) priority habitats and species (PHS) data, and Washington Natural Heritage Program Geographic Information System (GIS) data sets regarding habitats and plants. LAI also conducted a wetland/waterway delineation in December 2020 to be utilized for survey pick-up which is presented in Appendix C. Results of a literature search of readily available documentation and observations made during the site review indicate the following resources in the project area that should be considered as part of project permitting: • Duwamish River, which is: - A navigable waterway under jurisdiction of Section 9 and Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. - State-owned aquatic land managed by Washington Department of Natural Resources (DNR), specifically in the area of the South 124th Street Alignment (the 42nd Avenue Bridge is within existing easement). - A waters of the state subject to regulation under the Washington State Hydraulic Code (WAC 220-660). 11 187 — A shoreline of the state subject to regulation under the City of Tukwila Shoreline Master Program (SMP). The City designates the shoreline environment as Urban Conservancy (south of 42nd Avenue South) and Shoreline Residential (north of 42nd Avenue South). - Suitable habitat for Endangered Species Act (ESA) -listed species, and designated critical habitat for ESA -listed species, including: • Puget Sound ESU Chinook (Oncohrychus tshawytscha) • Puget Sound DPS steelhead (0. mykiss) • Puget Sound DPS bull trout (Salvinus confluentus) • FEMA 100 -year floodplain associated with Duwamish River with base flood elevation of 16 ft (NAVD88). • Adjacent sensitive land uses, including single family residences, Tukwila and Community Center. • Potential archaeological/cultural resources in that the Washington Department of Archaeology and Historic Preservation (DAHP) Washington Information System for Architectural and Archaeological Records Data (WISAARD) identifies the project area in an area of "Survey Highly Advised" based on Predictive Model of Environmental Factors with Archaeological Resources Results (DAHP 2021). The Washington Natural Heritage Program does not indicate any records of rare plants or unique habitats in the study area (NHP 2021). Environmental Permits and Documentation Documentation evaluating effects of the proposed project on environmental and cultural resources referenced above will be required in support of local, state, and federal permitting, and associated with federal funding to be provided through Washington State Department of Transportation (WSDOT) Local Programs. Summary of permits and supporting documents are provided in Appendix C. Environmental documentation required as part of the selected alignment is anticipated to include: • Wetland/Waterway Critical Areas Report, which would supplement the wetland delineation report referenced above, and would include a discussion of mitigation sequencing. Options for mitigation may include riparian enhancements and/or removal of the existing bridge associated with selection of the South 124th Street Alternative. • Area of Potential Effects and Cultural Resources Investigation Report, involving a field effort and impact evaluation. • Joint Aquatic Resources Permit Application (JARPA) • Endangered Species Act/Essential Fish Habitat effect determinations, documented in a Biological Assessment. Evaluation of potential project impacts is likely to 188 12 focus on water quality/quantity effects related to stormwater runoff associated with new impervious surfaces, riparian impacts, and change in over water coverage. • WSDOT National Environmental Policy Act (NEPA) Categorical Exclusion Form and State Environmental Policy Act (SEPA) checklist, requiring design details of the proposed project. • Section 4(f) De Minimis Impact Determination or Temporary Occupancy, requiring concurrence for use of recreation properties (i.e. Tukwila Community Center) for transportation projects. • Environmental Justice letter to file describing potential impacts to protected populations. • Traffic noise study for new roadway or significant change in existing roadway. • Hazardous Material Corridors Study in support of right of way acquisition. • Navigation Impact Report for the Duwamish River; completed and presented in Appendix C. The environmental documentation supports applications for the following environmental permits, which will likely be necessary for the proposed project: • NEPA determination from WSDOT Local Programs, and if necessary, the Federal Highway Administration. • SEPA determination from the City. • Shoreline Substantial Development permit or Exemption from the City • US Army Corps of Engineers (USACE) Section 10/Section 404 permit for unavoidable impacts associated with bridge removal (i.e. in water impacts) and bridge crossing. • Hydraulic Project Approval (HPA) from the Washington Department of Fish and Wildlife (WDFW). • City wetland/waterway critical areas compliance to address any project activities within regulated waterways and associated buffers. • Aquatic Lands Lease from DNR for new bridge alignment, or alignment outside of existing lease area. • Advanced Approval Bridge permit from US Coast Guard; completed, and has been issued; Appendix C provides the Technical Information Memo sent to the Coast Guard. Typically, the USACE Section 404 permit for wetland impacts takes the most time to acquire. LAI assumes that the project would be permitted under the USACE Nationwide 13 189 Permit (NWP) No. 14, Linear Transportation Projects, and would not require individual review by Ecology for CWA Section 401 Water Quality Certification. A conservative estimate to obtain a NWP is nine (9) months from submittal of the application. USACE review timeline should be reduced by the cultural resources and endangered species consultations that will be completed by WSDOT that are also required for CWA permitting. All other environmental permits can normally be obtained within 3 months of application. Initial feedback from WDFW has been obtained regarding the project alternatives, with the Area Habitat Biologist indicating preference for maintaining the bridge location at the existing 42nd Avenue South location, and suggestion for coordination with representative from the Muckleshoot Tribe. We understand that WDFW concern with the South 124th Street alignment includes impacts to habitat on the island located in the river channel. Coordination is ongoing with WDFW and Muckleshoot Tribe regarding the project alignments. References: DAHP. 2021. Washington Information System for Architectural and Archaeological Records Data (WISAARD). https://wisaard.dahp.wa.gov/Map. Accessed November 18, 2021. FEMA. Map Service Center. Federal Emergency Management Agency. Accessed June 30, 2021. https://hazards.fema.gov/femaportal/prelimdownload/searchResult.action. NHP. 2021. Sections that Contain Natural Heritage Features. Washington Natural Heritage Program. Available at: https://www.dnr.wa.gov/publications/amp_nh_trs.pdf. November 18. 190 14 2.4 Hydrology This work element is performed by TranTech's team member Natural Waters. In the following, a summary of the hydrological engineering considerations associated with the project is provided. The S 124th St crossing is located in a straight reach of the Duwamish River which typically reduces the risk of lateral migration, erosion and scour as compared to being located on a sharp bend (e.g., proposed 42nd Ave South Bridge). The S 124th St crossing has more clearance (freeboard) above the 1% annual chance (100 -year) water surface elevation (WSE). On both alignments the bridge could be constructed to not affect the effective elevations (BFE) and thus meet a no/zero-rise. base flood The goal of design for both 42nd Ave S and S 124th Street alignments is a no/zero-rise but if a no/zero-rise cannot be met, a conditional letter of map revision (CLOMR) would likely be required. On both alignments the design goal will be ensuring all constructed elements are outside of the effective FEMA BFE (1% annual chance (100 -year) flow). This translates to the following design criteria • Designing all foundations to account for total scour • Designing walls to account for total scour such that roadway and approach spans cannot be compromised from potential scour. 15 191 2.5 Traffic This work element is performed by TranTech's traffic engineering team member Transpo Group, Inc. (Transpo). A detailed technical memo on this topic is provided in Appendix F. Transpo conducted a transportation analysis to evaluate a possible bri dge replacement for the 42nd Avenue S bridge over the Duwamish River located near the Tukwila Community Center. The analysis focused on future 2040 weekday PM peak hour conditions for three different scenarios, as this represents peak demands in the area. The first scenario was "No Action" and represents no changes to the bridge and nearby intersections. The second and third scenarios remove the existing 42nd Avenue S bridge and construct a new bridge by extending S 124th Street to the west to create a new intersection with Interurban Avenue S. For the second scenario, the new S 124th Street/Interurban Avenue S intersection would be constructed as a traffic signal intersection. For the third scenario, this new intersection is assumed to be a single -lane roundabout instead of a traffic signal. For the second and third scenarios, the 42nd Avenue S/Interurban Avenue S intersection would remain signalized but reconfigured to remove the north leg. Traffic volume forecasts for 2040 were developed based on two primary sources: the volumes used in the existing conditions analysis (adjusted for COVID-19 impacts); and forecast traffic growth from the Puget Sound Regional Council (PSRC) regional travel demand model. Manual edits and shifts were applied to account for the alternatives with a bridge closure where necessary. There are no known current development plans in the vicinity of the study intersection that are anticipated to add significant traffic to the study intersection beyond what is anticipated in the annual growth rates from the PSRC model volumes. The Tukwila level of service (LOS) standard is LOS E. Under 2040 No Action conditions, the signalized intersection of 42nd Avenue S/Interurban Avenue S is anticipated to operate at LOS D. For the second scenario, the reconfigured intersection of 42nd Avenue S/Interurban Avenue S and the new signalized intersection of S 124th Street/Interurban Avenue S would operate at LOS A and LOS B, respectively. For the third scenario, the roundabout at S 124th Street/Interurban Avenue S would operate at LOS A with other intersections operating similar to the second scenario. For all scenarios, no significant queuing is expected at major intersections and traffic signal warrants are met for the new intersection. 192 16 2.6 Public Outreach This work element is performed by TranTech's team member Envirolssues and later by Coaxis. The public outreach (PI) which started from early 2021 came in different forms and formats. In February 2021, the City began outreach efforts by interviewing different project stakeholders from Allen Town Community members to businesses affected by this project. Later in March 2021, the City's project website was updated with a presentation that provided more information about the project and informed the Community and other stakeholders of an upcoming virtual Townhall meeting on April 27, 2021. Post cards for this purpose were also sent out to the Community and other stakeholders. The City of Tukwila provided community members and other stakeholders additional opportunities for engagement in the decision-making process for the 42nd Avenue S Bridge Replacement Project by taking comments and votes on various project design elements through project website. Participant responses were gathered both during an online survey, open to the public for votes from August 31, 2021 to September 30, 2021, as well as during a Gallery Day in- person meeting held on September 15, 2021 in Tukwila Community Center. The online survey and the gallery day event presented stakeholders with 5 questions pertaining to various design elements of the bridge replacement project including bridge railing and landscaping concepts, color preference, a gateway element, and lighting concepts. There were 109 online survey participants, and many gallery attendees; the maximum responses received on any given element was 112 votes. Participant responses are included with the outreach exhibit presented in Appendix G. 17 193 2.7 Aesthetics This work element is performed by TranTech team member Makers. The team working on the architectural elements investigated concepts for the bridge railing, gateway and landscape and prepared three alternate designs for each category intended for the September open house Gallery Day. During this process, the team coordinated remotely with the full design team. Appendix H presents the Gallery Day Townhall Boards displayed at the Tukwila Community Center on September 12. Participants at that open house were asked to select the preferred alternatives and the votes were tallied and added to the ones received through the online voting. Responses to the railing alternatives were mixed, with 42% preferring a complex plate and bar construction; 36% preferring a vertical orientation and 22% preferring a simple horizontal orientation. However, comments from the public indicated a strong interest in relating the bridge's character to the local tribes. Sixty two percent (a clear majority) preferred the "Natural" landscaping concept which featured a new trail south of the bridge and plantings of native trees and vegetation. A clear majority (46%) preferred dark green over black, blue or grey as their favorite color. The question "What should the gateway element relate to" was included. • 24% indicated the Allentown Community • 21% indicated the current bridge • 20% indicated the Green River • 19% favored the Tukwila Community Center • 7% indicated the Green River Trail • 9% indicated other As noted above, there was strong interest for local input, which was not an option that was presented. This matter will be investigated and options will be presented for this purpose. In terms of luminaires, the most preferred the El Mirage RNTA model with 41% of the votes. 194 18 2.8 Roadway/Utilities 2.8.1 Roadway Design Criteria The proposed project will include a new two-lane bridge. The structure section discusses the types and sizes of bridge options considered. Two locations were considered the existing bridge location on 42nd Ave S, or build a new bridge at 124th St. Roadway design criteria for each of these locations was based on the 2019 Infrastructure Design and Construction Standards, the 2018 American Association of State Highway Transportation Officials (AASHTO) publication A Policy on Geometric Design of Highways and Streets and the latest editions and amendments of the Washington State Department of Transportation (WSDOT) Design Manual (M22-01.18). An exhibit of the proposed project footprint and profile for each option can be found in Appendix I. Geometric Design Parameters Design criteria for both 42nd Ave S and 124th St are consistent with the proposed roadway classification, existing and projected traffic volumes and movements, non -motorized needs, land use, and desired safety improvements. Table 2.8.1 below lists a summary of the design criteria for the project, and this is followed by additional detail regarding the basis of the selection. TABLE 2.8.1 *The maximum profile grade allowed is 12% the max in this table is the slope proposed in appendix I. Federal Functional Class 42nd Ave S: Major Collector 124th St: Major Collector 19 195 42"d AVE S DESIGN CRITERIA 124th ST DESIGN CRITERIA Posted Speed 25 MPH 25 MPH Design Speed 25 MPH 25 MPH Stopping Sight Distance 162 feet 168 feet Profile Grade* 5% max, 0.5% min 7.5% max, 0.5% min Travel Lane Width 12 feet 12 feet Sidewalk Width 10 feet 10 feet Roadway Cross Slope 2% typical 2% typical *The maximum profile grade allowed is 12% the max in this table is the slope proposed in appendix I. Federal Functional Class 42nd Ave S: Major Collector 124th St: Major Collector 19 195 Average Daily Traffic (ADT) The average Daily Traffic on 42nd Ave S is 10,300 vehicles per day with over 15% heavy vehicles per table 1 of the Mobility of Traffic Mechanical Memo Appendix F. Past traffic data from bridge inspection reports and other information have included a higher percentage of heavy vehicles, but the most recent data is included in Appendix F Design Speed The 42nd S Ave Option will be posted with a speed limit of 25 MPH, matching the existing conditions, and a design speed of 25 mph was used in the model. The 124th St Option will be posted with a speed limit of 25 MPH, matching the existing conditions, and a design speed of 25 mph was used in the model. Typical Roadway Sections Appendix J includes the assumed section for the 42nd Ave S option and the 124th St option on the new bridge. The road will transition back to the existing road section width once off the bridge. The proposed pavement section will be finalized, by the geotechnical engineer, as design continues. The 10' sidewalk on the bridge would tie in nicely with the Tukwila Community Center frontage sidewalk and planter strip on the east side of 42nd Ave S for that option. The 124th St option would construction a missing link of sidewalk between the new bridge and the existing sidewalk at the Tukwila Community Center. This new sidewalk would be constructed at the existing Superette on the southeast corner of the 42nd/124th intersection. Profile Grades Maximum: 15% per Tukwila Design and Construction Standards Section 4.0.7. Grades over 15% require approval of the Director and the Fire Depai lment. Streets with slopes greater than 15% shall be concrete. Minimum: 0.5% (AASHTO A Policy on Geometric Design of Highways and Streets, Page 3-130), flatter is allowed when there is no curbing and a crown that will drain the roadway of stormwater. We will have curbing on at least one side of the road the length of the project so 0.5% minimum grade should be met. Vertical Curves Crest Vertical Curve. The length of vertical curve for crest conditions will be determined by Equations 3-44 and 3-45 on page 3-167 of the AASHTO A Policy on Geometric Design of Highways and Streets. These equations for vertical curves provide sufficient distance for a driver to come to a stop if an obstacle is within the roadway. Passing sight distance 196 20 will not be met on the bridge, therefore the road will need to be striped as a "no passing" zone. Sag Vertical Curve. The length of vertical curve for sag conditions will be determined by Equations 3-48 to 3-51 on page 3-173 of the AASHTO A Policy on Geometric Design of Highways and Streets. This will not require that the sags be illuminated, as there will be sufficient sight distance provided by vehicles headlights' alone for stopping sight distance purposes. Cross -Slope All traffic lanes will have a design cross slope of 2% on the roadway and bridge structure, except at intersections and where tying into existing where cross slope will be matched. Side Slopes/Walls Including walls in the final design will be beneficial from a permitting standpoint as they will minimize the amount of fill/grading work in the shoreline buffer. Walls would help avoid floodplain impacts that may be associated with fill that would otherwise be needed. Walls at the back of walk in some locations will minimize right-of-way impacts, particularly to parking at the Superette on the southeast corner of the 42nd and 124th intersection for the 124th St bridge crossing option. For these walls at the back of walk or other short walls modular block walls are an option. For medium height walls MSE walls may work, but during final design the temporary excavation for this type of wall needs to be considered and the temporary excavation necessary could impact existing improvements and/or utilities. For the 42nd Ave S option at the furthest north abutment, on the west side, it is a sheet pile wall is likely the best option. A sheet pile wall eliminates the need for a temporary excavation to construct the wall. Another advantage to a sheet pile wall is that the global stability of the wall can be achieved by simply increasing the embedment depth of the sheets, whereas deepening the embedment depth of an MSE wall creates the need for an enormous temporary excavation — possibly leading to additional conflicts with existing improvements. A sheet pile wall may be the best option for the 124th St option on the east side of the bridge as well, although there are additional options in this location that should be further explored in conjunction with the geotechnical engineer, environmental permitting specialist, and structural team. Right -of -Way The 42nd Ave S option would require permanent acquisition from the Tukwila Community Center, Parks property, to tie the wider bridge into the existing roadway. This would trigger additional environmental permitting for 4f requirements. This option would also require collaboration with King County to utilize their existing DNR Aquatic Lands Lease for the temporary bridge location. Since the 42nd Ave S option proposes to utilize the existing bridge shifted to the east and utilized as a detour bridge there would be overlap 21 197 between the temporary detour bridge location and the sewer easement. Temporary construction easements (TCE) would also be needed from both Tukwila Parks and Rec and King County. A TCE with Tukwila parks would be needed at the Tukwila Community Center for the temporary bridge to connect to the existing roadway, it is likely the splash park would need to be closed for the duration of construction and trails and maintenance roads within the Tukwila Community Center property would be impacted. The parking lot may need to be utilized while portions of the existing roadway are needed for stockpiling and construction efforts. A TCE with King County would be needed for both their sewer easement as well as the trail connection and reconstruction under the new bridge. For both options a portion of the trail would need to be regraded to assure there is a 10' separation between the trail grade and the bottom elevation of the new bridge. This would require a TCE from King County who owns the trail. There is already an existing maintenance agreement between King County and the City of Tukwila. See next section for more information regarding the trail. The 124th St option also has right-of-way concerns. Two driveways and the Superette driveway would require right of way acquisition or TCEs. The right-of-way acquisition required at the intersection of 124th and 42nd would eliminate some parking at the Superette even with a block wall and pedestrian handrail at the back of walk, and the parking lot would need to be converted to a one way. The positive is a TCE for a temporary bridge would not be necessary as the existing bridge would be utilized until the new bridge is open eliminating the need to tie into the roadway utilizing the Tukwila Community Center property. This option may eliminate the need for 4f during permitting, however a TCE may still be needed for the 124th St option. Trail Connection The trail allows, pedestrians, bicycles, and horses so there is a 10' clearance requirement to meet the active transportation need. More than 10' clearance may be required by emergency services or maintenance and this will be evaluated and coordination with emergency services and maintenance teams will occur during final design. Trail areas to be reconstructed shall consider chapter 1515 of the WSDOT design manual. To meet these requirements the trail would need to be realigned to lower the elevation as the bridge passes under the new bridge. Walls would need to be constructed with both options along the trail. The maximum trail grade is 5% or 8.33% with a 5' min. length ramp every 2.5' of elevation change to meet the requirements of the Public Rights -of -Way Accessibility Guidelines (PROWAG). The trail connection for the 124th St option will require walls on either side of the connection to meet grade requirements connecting the proposed bridge to the existing trail. During a community engagement occurring online between August 31 and 198 22 September 30, 2021 with an in-person meeting Gallery Day meeting held September 15, 2021 three connection alternatives were voted on by the community. Natural concept 2 for landscaping was selected (see appendix G) During final design this natural landscape selected will be tied into the trail connection as much as possible while meeting the above noted PROWAG requirements for connection. This includes a 10' minimum width with 2' shoulders on either side and illumination is highly recommended with this vegetation style. Utilities Existing utilities crossing the 42nd Ave S bridge include a 6 -inch high-pressure PSE gas main and a 10 -inch City of Tukwila water main. Both utilities would need to be extended along Interurban Ave to the 124th St bridge if that option is selected and pursued. The existing utilities do not currently extend north past the 42nd Ave S and Interurban Ave intersection. The sewer main crossing under the Duwamish is proposed to remain for either alternative. The bridge replacement in it's current location along 42nd Ave would require major coordination for placing the temporary bridge design during construction as noted above. Stormwater Stormwater runoff from either of the alternatives will discharge to the Duwamish River. There are existing conveyance systems located in both 42nd Avenue and 124th Street. These systems may require modifications due to the project but will be utilized to the maximum extent possible. The 42nd Avenue South Bridge Replacement Project will be designed to meet the requirements outlined in the 2016 King County Surface Water Design Manual (KCSWDM) as adopted by the City of Tukwila. The project will likely be subject to a full drainage review because it will likely result in more than 2,000 square feet of new plus replaced impervious area. Typically, Core Requirements 1 through 9 and Special Requirements 1 through 5 apply to a project that is subject to a full drainage review; however, in some cases the project may be exempt from some of the core and special requirements. The Duwamish River is considered a major receiving water downstream of the S. Boeing Access Road which means that projects are not subject to flow control requirements. This project is located approximately 9,000 feet upstream of the S. Boeing Access Road and thus will likely be required to meet the flow requirements. Treatment of the stormwater runoff prior to it being discharged to the Duwamish River will likely be required. The type and level of stormwater treatment will be determined as part of the final design phase but will likely be a treatment system such as a StormFilter®. 23 199 2.9 Structural To investigate viable structural bridge concepts that provides all of the City's desired goals for this roadway facility, TranTech's structural team focused on bridge structural concepts that meet important design criteria like minimizing/ eliminating the number of piers within the Duwamish River's 100 -year flood zone, being cost effective with minimal future maintenance costs and quicker construction. The team focused its attention to four viable structural concepts, namely: 1. Standard steel or concrete girder 2. Precast segmental concrete 3. Cable -stayed 4. Truss Through careful examination of each viable alternative, our structural team concluded that clear -span alternatives (i.e., concepts 2 through 4 above) are beyond City's allocated budget for this project. Hence the investigations focused on exploring standard types of steel and concrete bridge alternatives on the two identified viable alignments of 42nd Ave S (i.e., existing alignment) and S 124th Street. After careful consideration of the River's 100 -year flood levels and the connectivity constraints explained in Section 2.10, the following span arrangements were chosen for further investigation with respect to both of the aforementioned alignments: 1. Three span precast prestressed girder 2. Three -span steel plate girder Moreover, for the steel alternative, the design team is envisioning utilization of weathering steel which is not only a low maintenance material but also does not require a paint coating. Appendix J presents the preliminary concept drawings of these alternatives. In the following sections, further details regarding the final viable alternatives are presented: Conventional L shape abutments/ piers are assumed for all considered alternatives. Per geotechnical engineer's preliminary recommendation, deep foundations like oscillated drilled shafts, are envisioned for the substructure of all alternatives. 200 24 2.10 Constructability This work element is performed by TranTech team member Ott Sakai (OS). OS performed constructability review, construction schedule and cost estimate at the TS&L level for the 42nd Ave S Bridge replacement. Appendix K presents the results of their investigations for the following: • Project Constructability Review • Project Construction Cost Summary • Bridge Construction Schedule As seen OS has prepared a "contractor - style" estimate for the bridge structure based on the Concept drawings we received from the design team. OS cost estimate has been prepared using crew -based costing, local wage rates, current market material prices and budget quotes obtained from precast concrete producers. The estimates were compiled using the HCSS Heavy Bid construction estimating software. 25 201 2.11 TS&L Alternatives Comparison To compare the studied viable alternatives identified in the previous section with respect to desired City goals for the project an Alternative Comparison Matrix is developed. This matrix has the selected criteria as its rows and the studied alternatives as its columns. One of the important criteria in this matrix is the project cost. Appendix L presents the Engineer's Opinion of cost for this project for all investigated alternatives. The alternatives are ranked in an ordinal ranking fashion and then weighed per their respective importance. The criteria weighs are determined with close coordination with the City team. The following are the ordinal ranking definitions: State 1 — Substantial Benefit State 2 — Moderate Benefit State 3 — Minor Benefit State 4 — No Benefit The alternative with the combined lowest score is the most optimized alternative with respect to the chosen desired criteria in this ordinal ranking method. The table below presents this Matrix where it is seen that the Alternative 2B (i.e., 3 -span steel plate girder superstructure on the S 124th Street alignment) provides the lowest score and consequently brings the most benefit to the City as the owner of this bridge. 202 26 Environmental: Natural River Prow Conditions Permit -ability rr,po rim Fac: Iris (outo10C) Align ant B S 124th Sweet _ 15 1 2 1 1 Social: Temporary MOT Impacts AesthetiC5 5 1'i 2 2 L Costs: Construction Costs (Bridge and Approaches) Right of Way Requirements 15 :2 3 2 i. 11 Total Score: Sum (Importance Factor State) 100 235 210 185 1EiO Concluding remarks and recommendations In close collaboration with the City, the design team made careful examination of a final list of two alignments, 42nd Ave S and S 124th Street, and two viable structural bridge alternatives for each alignment from all facets of engineering disciplines, seeking an optimized bridge solution with respect to the above mentioned criterions. The viable alternatives for each alignment are: 42nd Ave S Alignment Alternative 1 A - Three -span precast concrete girder Alternative 1 B - Three -span steel plate girder S 124th Street Alignment Alternative 2 A - Three -span precast concrete girder Alternative 2 B - Three -span steel plate girder The study presented in this report leads to the conclusion that the steel plate girder on the S 124th Street Alternative 2B (i.e., Three -span steel plate girder bridge) best meets the criteria set forth for the project. The construction cost of this alternative is estimated at a value of approximately $21.5M for the 2024 construction season. The team's recommendation is to advance design of the Alternative 2B on S 124th Street alignment through final PS&E phase. 204 28 Appendix A — Existing Plans 29 205 206 rt) ) 05 7 CO • , SEC. 10 - TWP. 23N - R.4 E.W.M. \ Ifi x‘ • "-r s -1, .. END piv3JEDT IF\J _ ,,,,,6don 0i , R • 1 30 A • 0 -..4 • 11. . s A.641° 5.9.0. No Tn.\ o 0•42. „ 1 — 1W1.7.17-1.--11Wilai • • , . 2 0 • 5 . It Z. 5. 'IR:L:1.1 /.4' SO. m. V.- • 4 • 0. PR°jECT — g .4:975:47: i 86894; 15,\I : „*____.----- 9-i). .. ri 42 ND tk_v_g • 2 4 • •VD V •,li . _ ft ,,,---'---119... ,..„,e::;,.., •41. BEGIN 7 s.' .t. 0 +49 ... riii 1,0 , 10 ,..0 ___----- , r ‘„,_t_g_i-1-7- 1\ !:;) \ Iiii,„ -- or 4 i., ...-c; t•-, ..... 1... l• PROJE A El 1 01Tti „ckl Z,,.., ....;.......110 ..-1 o; t iw -------' a, `4. tis -- - ..-.. • .. t . .... .. . . . . . . . .......iii.1,?:, C _,. ---------"------- A . — . . .o• „ ,, , ,,- - - -,i, „ 1 s r NM • RIVERTON AVE- 90' 0 orAir • 09 5 E ..” • . . WAll )1) D ; AV,.)17-''• 42 t4 ..,..,• , 6 • , 1:1 . ).-- • .,,,,,,t..• .s.-.4, -.• , - , ..r ,..., • e'''•i'l.C- ,---• t*.1.!:!" ' .1 t '•:. IA '• o 1111W-111 . A ditiet,Igiiii-- '. P, ..,•.-* • . • ot ,, in"I„?. , . -'7 iti 0 ., / 41 ig . 2 ...4'r / ADOPTED IIT THE MHO Of MHO COMM oolonssiotios SEATTLE. WASHINGTON I.A., 111...,,Z 7 / 1H° '' 01/ 7 '- t)* 10-0 - 11-0. 7'-0" ...4-1..../ "i) q * *mu- - arM : \i .t% 1r. ",! iol '..,,, Crushed Stone Type I-1 Asphaltic Concrete Crushed Stone 41,. ,,....q. a.-1 Tract 47 * M. .1 .GI Surfacing Top course 2- 1/2"compclopth Wearing Course - Leveling •• close C- I" . CamPidsath " F - PI/2 Surfacing Top course 2-V2"comp. KING COUNTY ENGINEERING DEPARTMENT D. L EVANS, cou NTT ROAD EllaINEEE c..?..2 id • ,epP* ..9. (...1 , v D-0"at NW. cm of bridge crown 1/4:1 PROFILE GRADE BRIDGE OVER NO.3175 REPLACEMENT OUWAIMISti RIVER AT RIVERTON,WASH. .....r SURVEY Mo. I02341/44C-” 8 teMrSCiH R..O..._JEOTtla.A.._1.1•.4N0.4.",:l .4 . .., . SHE .. . :" s.) Widen pavtto24ot brde beg. 30bkrmbridgen g ' Superetevation asmatedonsheetno.2 COMMISSIONER'SDISTRICT 4ilt-friE1ii. I,oTEO-.—EO050T 3.1t" N.PT.g. 301:. •P '9.. .'-.°,„4 ,• , 4„,,„ ‘ / q'. Feather ecton to meet existingroadways •••110,10 II .I...S " ,,,.... 36 FT. ROADWAY SECTION --11/...----..'....."0 COUK, *O. .114.11MII Ibotf*tft 4. MG.. Oh 4:744' l'IVSTE..314 . . R1 4,,61.5 , 1 I Wiin . I _ .171:13E12 q 1 [ Mr, - Sr 40' leering - Lorna sum K.C,A.S. )1:4 /-1 Actittattt:. c • - MI Roman eltistIng StruiSturs 4ype I -I Asphaltic canc. III - _ .._ _ SUMMARY OF QUANTITIES - - cl. C. 20 • -C1.1'26 CrUshed stens surfacin Oft . _ - ' (S.C. 20 tons-cl.F24tons Crushed Stone surfacing -wwwil-- 111ww..4_ -Clearing - Sta. 0.49 to 6.10 - 561 lin.ft. 0.106 miles Iump Sum Com. Exccnt. 100 c.y. - . - 2 Top aoune tS - c.y. ____.__ Top course 5 c.y. - Borrow incl. overhaul 295 c.y. Crushed Stone Sur f odor top as., 35 c.y. - - - _ _ _ Type 1- I Asphaltic cont. cl. G. 40 tons io ci. F. 50 tons -type 30 1 ;11 sd el '°- Boom guard roil I des. 5 87 knit Remove 8 Replace exist. guard roil 39 limit. - --_-. ---- - P'. s,. a.. *a .„. Remove exist. Structure lump sum • io, . Riprop - Class 9 200 c..y. _ _ Al _ 1 * 0 0 _ _:. satect Rdwy Borrow 260 c.y. ._ . . _. . ea 0 -.... ":2-__..5%-.""1111111114111111111 m , tc, BRIDGE 1,1 00 - exist grade;-„, G. furn. untrt timber piling 4,200 }Mit •hil _ _ ,,.........., . ._,-,..-_, Furn. pm -cost conc. piling 500 limit 20 - ,, oi ,n Driving timber piles 1 04 only Driving conc. piles I 2 only lump275 t tym ScCt'oncoZcrirn:ettsea...-Cecriloai 1111E111 - Isis AF -,_ ,s 15 __ - - - • _ - 220 te. , DOA 7 ' , i 0 ----, 3 45 c.y. Concrete- class H 340 c.y. ' .,. —la Steel feint bore 64,000 lbs. Structural steel 444, 000 lbs. 0 0 VOX. 4 • r 0 Cast steel 2,500 lbs. 10 ._ _ 1,..... P.. 4r Emmet 4'on ' C.vs: — - - — CC 0... - 1 ' I Forgins 700 lbs. g Bridge droins 7 only III LSI _______ _fr.: _I 01.31 • .15 suril-5 • IIII Z ts./ Metal Railing 350 Unit. Rum. Ru. 8 drive timber test piles 2 only Furnish &drive pre -cast conc.tost piles 2 only as -.. C41030 Rc.17. 5 1111 - cc _ _-_-_ • . 'IP ilf ? Ini 1111 ------ I ... • 0- c tom - ,- i 0,._ si i . . -el.R• • , I. Rainy Barrow -1:. it II, -' - B (30 Ole C. ....NH ' 1 20 c.y. Sorrow 120 c.y. . ' MEI II ...ill so• v 100 cp. Emb. 20illi0 c ' L 1 0 5 - r It • fianuw. S. 17uway/il 67-20 T / / / A� // // / 0 / /// ti SPC /O -Y 23 N = R. 4G WM \� \O Q „t, Apo Y /.\. / ,�iway Cron / /SV ...,VA,111„1111,W VA AtiAlltr, ),-- /„, , 111111PA AllidairAll% 4 :','-'-'7,- uw•��s,��.11111 �ssssrsuei�esus� r i.ommenvalsr �m F eltwtion r 5PtPer f rr'f fa End r Q. 1 4t k ' diejw 1 /7/ Dumped .ep Pap 2-3 lfirXy average $JZ /Ca, Tbs., Slope 1 ver to /1 %, approx. From El 0.0 to E1 /5.0 ,'L A N 9 o 9 3t 8 ti 0 8 9 110 GENE.AL NDTGS ALL rtuA.nat and wnrKmonship shall be in ococedanae with the rr- , quire( ends of the .State of li&shirr, D can'( ent of Higghrwys, .5ko.thrri Sserificatinns good qnr/ Bridge Candruetion thud April /945.. rbcting eeevatirns air suiier.2 -to cfiar,,eJ r,4nq on icon&Lan nn/errL encounterd and teinh c,' slew( s/n1( rscd be ca' until the £/x '`- frg ee vtions have been aelerminrd in the F.rld Alt e'irr/rte in seas shad be Cars 'N' m//. Coxre•te %n P.irr shafts pinfhs and cywnres s/nll he' chss 7' in' c. AfIof/xr ca :re+ doll be Gas :A"m c. Co-crelrPi/es (/ cionlispamnrmi.m Lcn'nq w(.,e .se 25 77Mber A'ks sin!( develop es mnimw7, bearohg valve 4,f24 marcs AC( yr Juin( sleet' and dire drill 2r jiainleYl wrlir ore sip mat of Rd lord pain/, Formulo /oto 4-4_470d knd via* a , 1 Firth coat o f prawn paint, ,obrniIa 0-/, arrd a slrcivai {crid carat of green faint Frsrme;1a C-5. Angk does of Cond./or .Part shall be paint wh to 220'0" c. to c. of G3hs ELEVATION E.rrstn9 9trtxeurr Rot .,hown) r•20. 7/7//49 GGA. Aye: S APPROXIMATE OUAI.IT'JTIES 17./rnav y �vsti 7 5trutvre - Lanp_,tem !trzct re- E<ca io tion / 100..Cr• Yd Furni. h,Fr (intre,/d Tinier FvcJaTcn ir.o 4ZQ4.Ln t9. Famish69 - fir,../ Gra.leie 5:u-datitrr f3iJ, . _.2GR.T Lf 0,-;vin TinierTa„rtbtioe, Pik: , i-1 Fbc► - _ . _ _ . /04 F rh 22/owing este rcwnci t,on Aks,in _Aoor._.____ 1.Z_.Zach Shorrny and Gifu Ltar p SCrn , Cmncrer Gass 'A' ,in 'rice). _27, ,...C+4i Cep c re Er, Class •F , in _ /% cr _..1.34.%-:a Jbt Concrete, Gass 'N', in_ fixer .-. --340.--6,-NY S/ / /n{cNci,-- Bors, in Place 6 OQC3/ 3 Sfrtcturv' Sim: , in / 1C1. 444000 -tb..as Cast Sferf , 7, PbcaJ, $00. {2u Fragmgg o in FXace- - 700 Y�lnds Bridge .1"217 175 , rn Finer - 7 Eel Meta( ,falling , in Floor 350 Lw.. Ft Fur,;sn,n, arta .,nnnf T+mbet 7est P'/..s Z Ccch Fvrnishiny and .2-,-nr•5 ffroul Ca.47ist Fib .. __Z. !aril DESIGN SPECS AASHO_J944 DE SIGN LC14D/NG H 20 -44 KING COUNTY WASHINGTON D.L.EVANS COUNTY ROAD ENGINEER .DUWAM15H RIVER-ALLENTOWN BRIDGE laflND ISSUE 15-5 GEN -ER AL FLAN: LA'Y'OUT PRtPp 1:25D 15Y CECIL C, ARNOLD 4 RAYMOND C. 5MITH. CONSULTING ENG INELR9 St=`ATTL9.WAS HINATON .. JUNE lot$+. �ESIGNEL7 C.C.A. ""�ltE�T. �z CNEC.ICED 2C5 til` 14 SWCt:Ts. F7-2OA 9d 0 /2f// 2 3, arc" 9 Sg 7116• 31'-0" Curb Ears -� 1040. 9`- E1 2532 --- -- d/rdar A, /0=9' 616 37212e 04 -Po `135 curb users -r I 23'" f(9 e is. fop. 23 -4/ .9 o /5 bl. 1 23 - e, '9, N/ 15" oifernafr w,/ , LJG,Or'hy/CSS .PQOd, i.r Arca_— I ,1 1 .FLAN r/O =r ,� 4-j' M.B,posfarx}aoroge .'c¢/e tr"1 ( } ,- g- i,v ql/ 4'C SW b-acLe>ts L,.. i �i _r. ('e- poxeYY - Girder A E/.23.55 - Qrrdcr .A" ?Q{ E/ 23.44 E1.23.34 m m I 4=4' SECTION CNS Crass beam reinforcement cnly 24=0' sit -" hangers 4 3�'machine bolls Rm l.. Mat I 44 3- LT 14-lru 55CTION Cross beam reinfarcement-m/y' 12'-0. 4'25' 7r Sidewolk ;zt3eri�.f tn.3-S.nac7`� i 20- RI ®>=r40,11c1 a' G' 7-"s J�j stirrups tat ' otliolcari5 rise. Et. 23.29 Curb tine) 04 } CZ. Truss) t •.zpaccr 05' 3hoyvn Slope %fi each way thorn 4' /%2"Jtruvahr-ira «n 1-9,4. 15 7 "tto 4-1'lairbi +V /angers tn 1=5' g'"'slirrUps 10-1'= 7 10'-10' tL airder of L ,,fend wo// F 1-i"tra43' * sfncer 10"-10`- 10'10' 10`- F✓L 4N SOUTH APPRCACH Abutment 1; fn Pier -.2 P , "Ox.3o`•G' sfrrup/ n9ers- a'.x 32u3' beam , Cars (Perri in field) 9`-54' Qof6i- rot 4 of end wall pi Const. Yi3' re1114�-.r0 -r 3-f" 02, k1 5,00C= IP / G' • 2/40' 2$ - i. 0 Girder- sflrrups _ S CTIQN AA Rein ' errkant Girder % C truss dcorrn 2Q� cdzitrneat 1.a or endr*-- l-0-arin9 i 1 /C6' /'-6', S-ECTION 8-B End 1,310 .SECT/ON C -C End beorrz -. gym i. !-5" Dimensions 4' rein Sumac "Ear oil9,rders toe 7'- TYP/CAL SECTION Note: g Scale d" -/`-O' _ . _ — _... -. wide / j " deer- coker -on a/! rcinibrrementl escept Alt reinforcing dimensions refer 10 cr.rr/er *answer of Cars Eteroriona refer fn ryo eFraadway slava Section E. -f 4 9,9 shown on sneet4. Far cndwail reinforcement see sheer 5 f r cndt corn rciegt rcaman/ sae anaaf 6 Concrete Class 'A: KING COUNTY WASHINGTON D=L. EVANS COUNTY _ROAD'tNCsINER2._.._ CUWAi11SH R1VER-ALLENTOWT>i $RI pat.`. PSOND ISSUC NO. 155 SQU1T ti_ APPROAC ti SPAN=- _ Pft'PAFLntD BY �ECiL C.. ARNOLD 4 RAYMOND c._SMiTH / 5AYTL -.WASH! IGTON ' 7uurr 1949 DasiGNco 7/z(/49 4.:".;.4.. CHEGKED b Jets ... (Z /rusts. - 1=6d f=6 9'5a 0 tl Lit 6 41 10'-0" /O=.9,4' I 7'44 I Gurbbars-4 x3/=0'® -j 6 6 "d-Truss J Curb nser3 I i 30 J i Girder 'B' 11=3' birder 8' 6irdcr B' Z9' -7f' i to -o^ I 9=5g 616" :Curb tiler r3-g4E50l3' • I 23-J a Ccis'iap T T 23 3 Co /S'bof. I ?3-k 3 8/5'allwithiO4 -1/-0 Girder f( f(10 --,Q Curb tars 4 jrox3/=O' pEt 2110 76- P 6' —a-141 0 C t8' stirrup s4 It Crai 4 44rc td -3'in :51Y bean. Rend in Held. 4- i''@-14 incl. spacers 8'-l0 6-J3tirrvps P/6' -7 3-i'"3O1p✓xLe6" - it 64 Ql_stirrups PI8' f� 8` -LOP 8-/Oiit Girder at ;Lac end wall =PI AN -NORTH APPROACH Pier 3 to Abutment 4 P- 4 "05 30'-6' stirrup hangers- 2=3' Pspce 1(0 3"1=6 2.3' ACC 14 aooces l=6 'tl-O' ?3 -}'." be 7m s//rrups SECTION A -A Reinforcement- birder B' V i t/t A / 4',/ Curb line r c6e C Girder a/ 4 of end wall 2= 3" 11 crt6,Zi 3,9'14 7 / �Gorzst. jo of . 72-f 10 ih all 4 sidewalk brackets -44'"x 2=0 stirrups hanger i 1 l 7, 4-r�T stirtole T S�CTtON'Ff' Class beam rcinforcemen/ only _ . Sec tion H -H some except Side -Au ; braced&. r 4-j'� s/ir. E' h 7" end weal/ 6d^ Q bearing SECTION 8-5 End de -ow -r, 7" 4- iaE,krIT, 4end/ wall4 abufinenl - Z"y 71 4-i! cir — s/frels'T r1_.. CT/ON Crit Cross [earn. reinforcement qty -. - SECTION C -C' Noce Ery'bevrnreihfa acmerrtsee Pier 3 detail sheet? Pbr YVing Wad/ details see she 5 Sections I? -O t 5-5 shown on sheet 3 Erdsa//rcihforcerren,' see obutmciri 4 sheets. S'evo tions refer fo /oa of roadway slob. All reinforcing dimensions refer to o:rn'ci- /0 Gel, / _ -- .1121-s Provide 4 "clear cover unless a%herwisemeted- Concrete- foss >4 • 5colc 4'/a'1 _.._ ..... l -0,r -TYPICAL SECTION -CR 3BE4M5 K 1 NCS COUNTY SH - M TONI D.L. EVANS COUNTY ROAD ENOINEE R DUVJAM SH RIVER-ALLENTOWN BR CxE=; BC2ND t55UJE Nc 155 NORTH APPROACH SPAN` PRGPARtEII LSY' .. __ CECIL C. ARNOLD 4 RAYMOND. C .SMITH ON5Ut1�i?O LWMuersts.. SEATrtL WASH TQid _ we- 5t4N Y � ,YtlNttzl9+t'3 ----- 9M'1'.r� CH�CSC or _ . _,....Y' ' L4-,SRifAIS t7E S It S i4 CD a td hOcoisa.4'. �i 'r-.-.1 T k .1-' ---9- %'2 t. 0 I --4---,-- 4— �53 /M 4„ig ZX) -� --- .gaprox. roonc, v/ Le 0/...4.45,7' Gnf rifWo//y 6/. /.5.00 1- K N -74 .. /a'4-47.7. se-CT/ON 4 c,v /0=3-%0 /pa' (�,/ 1. /6"Conm /%i Yca -. ANS F✓..U.ao= a/i Ei v r/o.. Fr 7 /'w of .Pose/'r..7 .T/440 a/ 9 ih c o{ /ha o /1,<,0` q 0! Cyr64'm ��� 4i Ia( Aod-2-%y d6orr whoa i s.�/c wa/K occc.is otOr- P / F / /2`6iofmr� 1:l2 4)? ...$2.9a,/dQ-c.f 244/2"ac.G. er ' @ Boz {Ww/ �E/C✓. /-Ta2 t 0 r b —, 4'/rtvoµr-49 r. G cmcr%4 !o leis c p.% srcc/ 20"/i�ha J coo r %-%f /C,4/ .SEC 77 ^! . .ene r/ -rcK7- /t/o, PLAN , 907 t"1 NT No. I ENO BEAM FLOOR r--6" f. 20.00 ! 4 11//N‘ !4/A .L PG44/ Ifff tI — l ! I L ,' 4c idci Acid Z -%'awry - - o y/Ae/c Siam ...alL' - - 000ufS.. nc nib 15B / -/ 1°Ha 0,495.4- -.sic,/ /e9'd.4.7ic/ /�- /' /'icCor Coo—pc a. yyy p% c .rake >' "V+.s 7ne.Ix/enc/ .4'r0'r.n/O �% xtcr TYePtc41. .Sec 7-/c ?/v Pt/A/L L 1='/LA.T re -Ye NOS-.^ /re.' .0e57.7sn+4.r /Toet'+sc s N. F /year- .• �F .e Csoc'h .. M1 e`oe {y— cax.c4 74> -/hia d5r' /fsy. Conc. 13%c.S //V.s-ze, " ,e2.4.1.44 77 W NoTE� /Va. _TyP.ca/ c - A- L3/c Rr>oi/_r BOJT ,744/..// 75-.9rc.44 SccTraN .-484/7-/-r.EN Z' Nco. ... PLAnt AQci-re- Va Atz-or- E,w2 S Ari ,r-Loci/t• SYSTCcH sifyea w^/ �.TGIcerr=17 LrN6S 75- '/c a / Wil/G b{/RLt -_ .--'c R.,,".•/ -p✓ K f NCi COUNTY WASHINGTON RL.EVANS, COUNTY ROAD 1=NGIN1E R DUWAMISH 1:21VE2'ALLENTOWNBR1Xt 6ONP 199uE 15•S BENTS t 4 4, 1>l2EPAKED >6Y Cry 1 L. C.AANOLD RAYMOINO. C.3ioUTf1 CON SULT11.IG Ef141NM'S SEATTLE WASHIN6TQN JUNE 194e 34 SN e3ET S'4 51 ft. CHECKEIO LY Cc; • ql 7 - - _zr^•¢ �idcr '� o �G.dGrEj" 6c1.eer.:4 '__. r— -,tet / A /6. J. o /t Tvu /9P�Or>o Ch .22:3vr1 ��Hao/ts-h' o.c _.mss. K/.sy /7 N W -Ev1Y 37 /7. .53-92 . t •� zAcci7 6u-dcr-s- , ,, •SA<wvri--7'• -We're/. irk 11� /s ' / $'1: N'tis..; NN"� "./ 7s�.-' ,A/hll / qk / / ti L bdt;! / Q C-oPin/6- A Al o." Nor,; ---4`,....-/Ac/ 43r3 &'-',7,40 Wo// ri o7' -3'/ioivp in 'this vlcw ("4- Ti:nhor P!/cr 29 Yonr co ch ) HALF /4:2.A /V P/E,Q o" 7}'P/C4-TEC 770.A./ QF PZ /N7/•/ Showm9 ,E'c/ryi c c.ot Gori.//J .Sa^q /er criMC / / *v //O/E'f16E PLAN 77-",4='/CA L /70,e A L L //V 7-1-7`5 -f 1 sd s2 _,7•t ria - 1 r" ar, rr mar 419 S /jz 9r 52 �ct'6.c ,cl. /757 _- L- _ --}- e¢ S /B I- — ,.44,,,-5"7"6-;'S) cch J it Ti -1 * y.. 2" /POcrE.t L /ll.K / 6 .pogo ;'SP, -/3 -^P/irztf7 3-%z40 327) YsS Osnoch sEcr/o/v A4 4" / O7". A — ?J-r/'r 38• /Gf a.e' Exch z< /x/4 ,_f EL O vA 7-zo/5f .. 'cf," =.s- j/ -Vs Tqo. tZkvY. 7/z//4y CCA _1t/CIRTtf L`,4,7 ELEv,c}T/O/y/ (310e vett. --i�'l/rr/ihT # /fp/Jraoc", .S,00n Fi,4 t4^' i/� Sco/c 4./.9""-/- a -7- �'L A V C' /ROE.fl ji'4c,C�R -7oP Pa 8 ems./�,:<,_/ KOGK�,e BOTTOM PLATE 8 .Prq.N;r<4 z 1� t a or /r prl� -�,, 1 k Dr,// /70"//c3.4,..1 -u • =, !/ d ssce/ 1' F}Cr}TfQ,rV a E/E-V/,),v 8-8" �r ..roi . // c," o''/=* i9 N 2-G 6744-1z L -C" FLS K1h1G.COUNT'? WA4HtN5TON- - DL.EVANS COUT,iTV RCsACL-fisittfttEfi�=. UWAM151t-RIVER-ALLENTOWNISRtUC2E BOND 15SUE 15-5 PIER 2 PREPARD CtC L_GARNOLD < 2471NbONDC5Mt714 CONSULTING EwatimEE!?S. _DEA.TTUE -WASHINGTON - _ JUNE MIS- PR£P4 et) dY 12C5 5H41G'. - CHECKED pY CL.4. M. $titttL !��!fn r i a- t F ,7-tz.sstr o eibeeva,— or" " ° / / / r.p‘,45h 4Pc1.5. A/o. 6 CC;10,WV6 AiV ./21:7"' /14/ 71r, C.se-bc/ .7 ,;, (4.0,9 72:4o6o.- F -',//os 4;1, 29 ) ,/ALF-^ PLAN - sfO-core• kVatrIle"- /4F'Pk'o,-ICH A/ ,OKrA/Z- Re-9ee-,c) Fore P.r.E //O, ...e...4-4xibeeD /case /t/a..3 rf-rr" 11 - 77,d. , t `Mr o sac,', are,/ /3.47..""<IC App,f,c-,AcH .5PAA/ G.e"A! RocA--Ew e<247.- -1-.E•eo)(./.,eff.0 fib.e. Ma, Z. A'c'. o /41-jea.c. --t J F 4 77=., "=,/,';145 f-- 'f,Sctir) Zro.o.2 Frio r1,2 /3-74 111111 ks/.4-5r P2.t/Arle2Ae C.X1.0.44.0,37 4,21.477eNzr q hos4tolf ) calk$ 4tiv,-.." 40-e 2',O" • e•• /...9 /i/V (V, cSindo,- /Co c,ea ,-, shop: -i-o -.5-Thoo r` Aro p-6, 7, -op ," - 14-7a, -5462", -,"re,". T 2.4: 33'1 -44e! 2-ir o-zaettr.4- 49.4;2 _ /ec,c...C.ff/e Lrc)7—ro,,f' .45c,L7 44). 7;4/L. - rE'14-12' No.(--agzass_cad shoixo.--> EN? ..,Czegae.ig Roc KF- efs..TifAim. -Cc oalo 1_40 K I NG COUNITY-WASH I NGTON L. VANS, COUNTY ROAD ENG! NE'El2 DUWA M15 H RIVE R-ALLNTOWN BDE 150t,4n ISSUE 15 PI ER 3 ..harrailt09111011 pat pkat-cy _CECiL C. AllNOLD 12/4,YI`4011Cfr---5MiTH COUSULT I ND EI,IDINIeRs '5EATTLe* WASH11,4TC114 194.5 "CE5141,1ED !SI' RCS .1 -CHECKED fl`f C(4, NOTE Tension thus -4 Compress/on thus - P/473 RE4C7/01,1 EACH 7-12(,( 5 D. LOAD 2260' L. LO8D /SI N./.LOAD 67x- DL - 264 L -IZ35 _ 45B U D[S' `rte r' rr a - ' XX Nom^ �� Q ^\ 0 Q.; 4 of Wes Truss AhA Z ' 7L -262 LL -122.2 IL U 01 -368 IL -/71.7 I L - 21.8 DES -5415 of East Truss TOP LATERALS U4 D4 - 368 LL -/71.5 IL - 21.8 DES -544.6 DL -374 LL -i73.8 CL - V! DE5 568.9 U6 EX,PAN. Dl. +/60.0 LL + 74:5' IL / 9.0 _D55 f 2435 L DL LL DES 152.2327 L 18R 497.6 nji DL / 383 LL .17$8 /L + 21.8 DES/554.9 /0 Panels 6' Z2' -O" 270'-O" DL -374 LL -174.6 DES, 1,7 54/ \ Q'L• DL 1343 LG t /588 IL I 19.3 DES + 521.1 2-15e°338 !-Corn zz„r �1-ci71R 22. .7 F0 0- 7-2 3� 339 ?-C 15•@'39 /Cavil n" .30/H 22" EVATION OF EAR (WEST)TRUSS Sca(e 2-c/Se40 77 /58'40 2-215840 2C15G 40 P -L /5,63,gD 1-C0r.P722xi ®!-(pr.V ZZx� /-Cor9 CZ.�`/ fovlr'P?x 2' /�nvPlzx• 50i Z2x i-.3org zz. U7 oL -293 - L /33.6 L - /63 OPS -462.8 DL -284 L L -1377 IL - /6.0 -4327 r� Om\g dcr h I • ' y / h<4'<7 4 �r sr� h DL, /600 I L 746 9.0 8E542436 2-0158.33-9 i-Cor�zzx -3olq?2xe by � N v « 'k 4 T 1' O P C /5 do 2-C /5 7-R /2* /0 Pane/s 7 22'-O" = 53010" 2-3 /55 2 .9 1.7., 2- C /58' 33.9 EXPAN FLOOR ,SEAMS -� 33 1 /30 ELEVAT/ON OF NEAR (EAST) TRUSS j-/NTE,RIOR STRINGERS 15 AP (8'60 S EXTERIOR STRINGERS /5 AF%'55 FIXED 18Yv‘-6355 -t o rf / g -i \ Alk a› p z _ z z /_ r r : ., 'EWALK ..57R1 RS leC@z5 BOTTOM LATERALS ci FLOOR SYSTEM ,Scale 1'=/5' Cf Bridge TOP ST GEOMETRIC LENGTHS ANO f ) C00RECT/OHS THERETO TO OBTA/N NO LOAD CAA'143CR UT �Ib .IWAY P`RAME,5 EAST 7KUSS WEST TRUSS Us' U1 UT Uz 06' 03 Os' 2.14 U4.' U5 Ue �' U7 U8 N /0, 22'= 32O• NO LOAD CAMBER LZ'AGRAAl NOTE 411 StrISSes and rrcct/oss arr 9i.en m ,c/Rs 2Xre15 3S"., open holes i"16 except ,ss sfnwn otiermor DESIGN SPC-CIF/CATIONS: AASHO 1944- LOADING 944LOAD/NG H 20-4-4 K1 NO COL,NTY. WA St-iYNC1Oi4- D:L-EVANS • COUNTY ROAD ENG1 NEER DUWAM 1 5 H RIVER-:ALLENTOWN BR1DCIE BOND 155U5- 15-S STEEL.SPAN-STRESS SHEET PR5PARED 5Y CECIL C. ARNOLD a RAYMOND C. SMITtt CONSULT! NO ENOINEER5 SEATTLE WAShttNTON JUNE 1949 D£"51ONET) C.G. CH eclat) (or EEyT ttp 667-20 G ,xro TOP (,ATEEAL -/-CP I -/P /6- TDP .ST=2i31 Q 4-G3�1s& (ExceF1 Ur L/ty „i U,= TOP STRUT U -Ug' 7-45 6"3a<,g 1-g l6. 3/i6 of a 5pr?4. Cr td ataz3)5 o c tr5p -ber,a -Laf g 8`na SP berd Z- Lof ,I r 2-6zs A Z - 26us E' L§/3 '9 -L� EPfectivr) /-5133.9 BotZP22+6 (i2 EC) ttnt 4%6 ENO POST ANP Oel H 6M 4 -ZX 4.3± P //<46 u rrt W CROSS "'RAMC CONNECTION /aT TOP CHORD - TYP/C.i L ,ft0-1DWAY STRUTS 4 s 6-3f- A tag�i - /- Ji". -5121 Apr dna oy Trus+ On/y C.2055 FRAME CONN fC 77 TO VERTIG4L - TYPICAL, L7l Tivst COLLISION{ RA /4, /-L 6"a Et 2-L43"�6 I-L3-�/z_ 3 !'3 ' Hcck bud tis NcalJ> Gussats mn S/d -. Jt Truas to "--, rtYltYe len.,on fes» watt Loef INT R i(L fi35Z /17 0 Qf P4ti5G W C - 24- z- F,eij bolts QL,Liie nut 3" 5 /3'¢5C' I- Ai 5' " ?-Tie /L' A8 5 W A -L BEAM 33 vv-'e.l h Erd G/ p (L9 01 O 0 ' 0 ill dJ 0 p, 0 0 Gass CJ An /O Panels@22=0-."220.O' ,A Lo -L z D/A, PH RAG MS 36 /-It /2. m �ai- f /-L2 /Pel 9-< $i6 'ie n al 3=0"' ci s 72>p 4 ,150Ilam• Typico LQWPR LA TGRAL5 2 -2, -,4x -lx (i2WC2 LATG¢.ALS S -3 -qty Ck Pare( Flet' DP.4141 J � Li -L4 2E l3aSO z-3 /z- 1,04/1'.0 CATCZ.4L_5 2 ss 4-,_50115 NOTE Sm Shw# f3 ie rider rryardinq Szvf 3pons /1„ i ,$TZIN6ER CONNECT/ON TO SCSNED TLOO1Z BL4I-Z ScoZrB„and-//O” KING COUNTY WASHING -ON D.LEVANS COUNTY ROAD ENGIN EER DUWAMISH RIVER—ALLENTOWN BR1DQE e01,10 IbsUE 1&-5 DETAILS—STEEL SPAN. - PRZPA ED SY CECIL G. AIZNOLD S RAYMOND G SMITH CONSULTINCp ENOItsJEERS SEATTLE, WASHING TON JUNE 19>9 pEsiCiNeD 25Y CCA. CHECKED E('TOP I- •--411-41--9- c,gf; 5. gend MILl 1.5-& 40 8 22.4 g 2Z- 7t ¼L4 41- 1t7., 5/16 (37'4" o -c ads.) Bend ferzi /0". 145- Aver:264.3j (.4 Us 1-5&440 1- Coy I- Ed12Z-4.1 EIAT-) .Y1 MILL 7 I .4 0 0 ',, erAcer'atuxesi M/1..L imisillienj IL, fpEp.4,Gi. 44S .ii illed /-sfit L'e it -16 4' - ernat 9 /6 44- ° III US -4 5 1- ea..3),,, (37,4Lc-c cit,nis) LOWEZ LAT2eAL INTrieSECTION As shown 7 7O panels End panesin"; la n II 1.5 e .50 7 -it i2-7 N U3- 06 2-8 13 40 /-Ccv 22., /-&/4' E,CIW7 LOVV2ZC1-1CP-D 0/APH246,A1S 4 -Ls 3 4- /- Web 8 /2-/�j 44- 2-1 2 -ft 12 -ii 70F' 1,47E2A I.. 2N7--m2StCTioN 2-2 L5 -JO / (8 27- / ace Z 776 (/Z ) i''5P129 aorkI g dend Ma. ........ • oesanain Notch Gussets on _Side ts to ,eceht- Terson plaer r neca.t bnar-eet -Guzr A/07 See Sheet es rgenera( O7- 2T 5 3. -%6 (3.4q -c -c chords) Fon OV.1 2-h I5 50 1-8 12,-.5 /39 /7, 27.• 22- anti IA' =/0" KINC.3 COUNTY WASHINGTON D.L EVANS , COUNTY ROAD ENQINIEER. DUWAM 1 SH ZVER-ALLNTOINN BR1DoE 5o»40 155Ut No is -S DETAIL5-5TEEL SPAN PARED BY CCLC..ARNOLD 4- RAytAON C MrrM CONSULTINO EtsAINMER 5 5EATTLE, WASNINCTON _ - JUKI notes te,yordin,.cy„,ons -Dt-siatmo CCA CsitCKM tY TOP ecT qtA, StitL`TS. 67-201 /-S /1 &xi /O-- /G' Ap+rotrrr. -.Sp 4- >b 29 ,4 /-4./0 f• e.d 1-at� - -turd /-Spy 4-A d' 4 • a U -U Z 15GD 33.9 /-Grp 1z -f &(k 12• %/b Ct2` £) 26cg 6 she.e addiGora�( fblol 2.&Zi U9 'L9 3 4 -3,. '6 !Z- ji6 3Z=/ G chords) re, FL -r ,i_.&farlt Ja+r.Shse.f /2 1 -Lot _ R g fEh _L�rbr. Lot__ G}4 G cry .3f+�S 9onJ /CS For Dotait at L) a k� /o snre't 9 PLAN Ft Loam 'Sfd 6v/' Z4 -/ F►) f3.Q( Da.` Ir IS GAS S758L Scaly !f "=1'D orf Of Truss SECTION A -A ..}• O/ Rana/ 5'/OEWALK Of TA/LS Nor: $ e Sheri- 6 far tenercl motes re a rchnf sten. 'cn. Scza(. A and = 4o a arpll:aa >fiav/1 • KING COUNTY WASHINGTON D,L.EVANS, COUNTY ROAD i=NINE'=R DLTWAMISH R1VE-R-ALLtNTOWN BRIDGE BOND ISSUE.' NO IS S. DETAILS -STEEL SPAN 1 2EF'R1?ED 6Y -CECIL C. ARNOLD 4 RAYMOND C. 5M1 11 coNSLILTIN> _ENatNEeRs.. . EAT Tt_ ,WASHINCIO 1 JVNE.1949 _DESIGNED BY CGA CHECKED BY TOG 67-20. I". 6Z4 -4s Ci .5- ad cl`r• c1Lfsior4IL. Wel..01146 4' 0 ,11 El) 41 74mo.:1 rxcan VG" RcADAAY STLJY i -L' /- /Z. 5;c4eA/cdt c truss / • (nemkeri 72, .t.,-f?tor,r191. Es) Q'd WL BeACZEr_coriNec-rIcrq s.4 4-L7 '1/6 4 6•<•/i COLL/510N g.,4/1. 2L' ,..t• 4")4, clZ)6"4 •:2 „ .77c.AuGHT J.JNf CIZOKI4 4 -- PLCLO.,,Z IOW& 60 /-5ent 1t• '545( a •-• -3 0- EA 57-- SIDEWAL4 7-ZUSS DETAIL DE LATZA1- HANOI` 5LCH EACH PAI -IPL ,,-)-ernoukferI Exponvor, ..To;nt filler- 4" tif; ,4 0 TYPICAL. CROSS SEC TCN -)5trErz-z`arx-auLc, Breis /10,./y 7 mop co,i of 6/-70 perm,Sofion { hot' asphoti to top and' ed•eu of floo- r e..•207 (b,, and cover wd4 roorcnri ( lei! be lion,' pi, -;,-,..7 reiniorcirxj cteri 1 wed La -Lt. Others (4 -Lo faCADWAY 5L.A8 oyez F.:00,z AN45 NH tr.- 71 54..evveti ZOADWAY INCHCC 3C1-7 DfTAIL 5CE2uliZED FOC PIEZZ e zEouhzeo Fo.e. 1,712 o as shown 4,r ..5.,47 end/ fatenrisrcIng .5feet -5,2/774e • ,/, Noe_ -22ptc ..5ci,dereeevategt )21:140111,4Y 31-413 AT SF'AN ENDS SCale ii"=/`0 Din-7E113;0ns ;17 .a;s, th•ts indicate attiPte,t 3t2";* a "strif,qers art- to Or raised or Lowe,rd in north trian7u6/2/- ixinee tc, 7Q'7 super elevation, Ma," tain 6"atoor .th-irlersq 17oor twons. 4-- of fevricy f Y,4 TIONS FIV5D BfAl2.thiG,..S P 15/e 3 CAST 575L 2 zuigrQ PLAN rxFAN.sicN EE4L /47S-' ft E Z z e_ze;4.it.e5D _ C457- sc./. 4- e•zept shown a/h,tw,.. NOTE See 5heve 8iGr genetz71 note ' myarding .sfere span. PLaN of 49,43Z .5L -A5 BEARING DETAILS cr--de /"="1L0 K1 1\1 G COUNTY WASHINGTON D.L. EVANS, COUNTY ROAD ENGINEER.. DUWAM I SH RIVR— ALLI-NTOWN lssu e- D'ETA1L S —STEEL SPAN ' FiZt-PARet _ =IL C. ARNOLD 4 RAYMOND r Li1111 117N SU LT MI E.1J0 fsle-ER5 lEATTI-E• WASH hitttON JuNte 1,Nia • ZVSICIN 1SY C.C.4 E -CK T, __SIDEWALK PIN? WELDING R� N v h V 'Or;Il oed tap sear *• cap sows of 4'0 fcfrs for ternsseerary f sten;ny. (2- ? , 6'e d c244Solfs ROADWAY 5XP,WS1cf-I DAMS •sEG7/ON 5-3 �r atT/OKE-f S/M/LAK Z-25 /7/ Z' T SLCT/O+v c -c East Curb Of 71 -vis Of .asvr,np / f 10. 4b r 3S' J. I -L ./-3. 4'%s3'5- -f6 I -C fO�C7/53 .3/S (CS./) r3* /'0 /- 2 . . 3'5 a . /`/ ArrhxsG 3o<in SEc7/ail A -A /-&/ /Y fr /6',-,..nrs S.ti,on 5-e West curb -*ski c. 7 ,Kgries CV..`o: 7c , rG77 , i%r,:•-/: r1,-oods✓oy to Of P x' Qc 2/// 0/ kbool .ro ,bin; s East nirt,.1%N/esf Curb Pier 2 7a" �'. 7. per 3 Ili" 9" Si Ser Diagram 9t / 2 WP(d mesh to angles. Eiravolen t 20 >`b 4 i" fr/let axh wire. Top and tottom• /-e //* 4215 7 -Ls 6.6- 3b /-L a - -*25 if -123 - 7k Archon co 3=0.cies Eta' 1r aP4:0 cies r 41- -+f' lo, 545 _.J ?, o E �,:8 L 'e ; r r-sGv3o'c7s -It ../;If.,e, 4=0'"4bam 3732 h18*j/D /-L 4*3�3'i,6r57 I I,' CY C75 5'7 (CV/) SECTION 0-0 5/d Gp "sed Pipe Vt/erd 2 Ends 0 S4CY/O1-4 F -F Drill ,n field anis oss?rnb/y r,vet's. Pio„ shuts 3 .t 4 L END NIa VIEW ,(-X ( Ori/I iq field o{f/r assembly onc/ drive cold rivets top and bottom ELf' VAT ION OF 24IL. PANEL- 7YP/CAL Viewed Pearn sidewo(k ale Z'IOj4 )FrZ 2-7./end pipes !hrooph ?ool. weld 13o// around 3/5 teorrng plate to post web @ Fier Z __ !`57/16 /142rrnaLl. _Oen 3 WfST 04/L AT pick Z 3 pie 7 l'71 -AC -1 3'7 5vm6e3.5 56..1 /f 4 Aer Z es‘ko,;-sy Fit . Fier 3 7tp eal .N T ZMorD44 re APPL'O4C 1 SPANS ?LAN carzeviJNG ANO ZAII.J1,1 FC5YS fly "ho - ,s rU' �•is/ 5 -Jr. West site appro.ch Swett 3l, 150 except tor" angle poet. Sco(e I =I`O' /\10Tc$ _ I. to or crown>xIvd�5 _stew, end supe6-let/arc/art. arr. Gavriolly tsbimtexi 9 ..5 eailiit� Pepe and Fit`/irx,IS to hr SecmLtSS D.brrtcrrd Mesh is to be Csnlvonized 3, 2ivels 7/ " C fen holes • except as noted. cA rQ .6 t X Plx'R rfF/ S PAu- 2/i ZM£D/A7Z KING COUNTY WA5H1NTON D.L. EVANS COUNTY ROAD N61 NE;r R. DUWAMISH RIVeR-ALLE-NTOwN BROCIE BOND ISSUE IS 5. EXPAN 5'1ON DAMS 4 RAW NG P PARLzD a' CeCIL C. e.t2NOLD 4 RAYMOND C. 5VtT1j CONSULi1NC C•NQINEE .5 SEATTLE W-5k11N6TON JUNE 1949 Of 51614f D C. C.A• CHECKED Rc5 {0C -47/0/V (No. I Jiro (Gc«rnrt ABUTMENT NO. f. 202 - 23 eta° 203 26 %z$ 9'-o" tog 205 E 4 Vt/ci//- Vs -,-- S /z4 21 '120 12' O^ '206 207 Cop - Top z Bo'f: Mcop.5 344 3723" - 25 leo' a^ .z08 Bons -78 co :220 End of,o/o2 20! Curt.rn w0// Noi.0 20 B 760 5=2 37=3'' N7 No.4 2P/ 9t-NY4/Nta .4 04164,414 7,.56 _,7 7- a' x(2/81 C./ 41..-7 Wc,//-//o/, z. -s... a '/24 37-3S . r . 204 ,/ ,/ 9z96 2 1La Off 11 `G'}" ✓ 2/ 0 1 r, „ Valet it! f. 5 Yas,' .5' O" .i 21/ ,. .. . 5 %z'0 5,2"' ,• 2/2 t_ „ o _ _4 .. S la 4. .3-'-4 „ ,. 2/5 ., 3,{y511:.6'=2" .. " - 5 %4 .5' `f' , 2/9 . ,. ., . .-S Yz 6 a, 0.. ., F.F S 1/20' 3=6" 2/7 s 7z 4 3'- 9,- 218' /15' 9=0"- 2/q S '/ 8 204 .2 -ace -5- //24 mcg. 205 2/ �E m 2,70y 20a Coo 7-0,o d '�"Sl4y 3723' 207 Cao 77 s 23' /n 0s` 220 ,7='//c E.4 v/3 1n cop 20 - 4 coo ends • 22/ kf/ifs Wo// -Nor -/z /O "irk I 4"'0". Str, 222 4-4......-- 0,...5 n/...//. vi -r/. - 2' 9z96 '7=3`" .• 773 t..:,y ,-✓o//-terra /2 %2 Is 910 23 229 .. .. ,. /2 //z6 5=3` ,. - 22 „ ., pibs7'tr-r 4 7/iab 0-,o. ,• 326 „ o _ _4 740 1,-5.'. „ X27 Tic: /4 -?/ivy 422"" 228 ,. /for., 2: /z44 Of'cr”- 224 f + -c 9.0 2Z= 9' J23.1JTH APRES�RC/Y_`✓�'fa.4N /00 6.idcr4 B r /2 /0/ 2-0=4' /02 . 20 /e /03 92 4,44 a /04 Nanparcr d.740) 6%d . /B0 -3-'a' .5,1, j I /05 C%r0ST .0 672f �r4 9/6.. /06 Hongc lest 707 .7Y`irrups 92 1/z roB .340 29=7' /0.3 74.40 4er-5 4 0,4, 2247" //O .Sia/c 4/0/.0 c 77, 4 7,24 2 /1 7/2 - ms 7 5/ 4f 32'T' r 2/ %9' -7 5- /74 .. „ .47v0 4 96 !d0.406.'f=5' -,4-. //S .--- .. - -- -, ;. 2 '3/3/9 4=7" - 1/6 s/a4 34=/0' 3 3/40 . -7=/0" 23 //7 .. /38 2 77'.445 3- =7-2" ^ //B .. ., Em/ -5 rtr .6:re's- Noe: End .3 '4 0'S=2" 3,6" !/P ,. a '154 3.41d'.r'=.o'" /48 /20 „ ,. /z$ 3 3,{y511:.6'=2" ,. /2/ .. - /3/ _ 2 ,/afy6 =S'r 28/0" /23 ,. �/( V2 7 / 34¢ - -L-3'4' /24 7 '3Qd ` 21 9" „ /2x n ., / Al, d " 243" - /26 !, K / °.4650:1-744 /27 - „ „ . ' / % SA ' 33'24 .. /28 ,r " / - %zf' 3/236 /29 , . / .1/2i6 32=0" ., /30---- ! .! :'/zi6. /if.," /3/ Eo.r/ C:-..,-0 Bris 4 .-s/s0 3Few /3'2 „ /,33 lies'/_ c .Pir�rs E. -J 24 Ty6 3=7 2q ' Io'S p'/o" - __ 22 _. - 1/45,. N 726' /y4, 1 Loc v runs 1!✓a. 1.S2E4,ZEN6Td1 .Br:tla/N6-- 547UT,`f ,4, a,c 'OAC/-/ SP'Q N CON 721, 474 /-V,' Curd .ars 4 s/e9i 3/.0" /-2S S/ce 7'/7 23 5,6 33://6 /36 Bot - 23 s/a4 34=/0' /37 „ 7r3.r,- .94,--5- 23 5/30 3- 9' /38 3,4 �ccrs Z6 -5/34 3d-6" /43 Em/ -5 rtr .6:re's- Noe: End 2 .5/315 3,6" /47 50 vVS 82/0' 437-1,6// 72sa a '154 S'-3' /48 " .r 7 /z$ 37;3'/ /SO /t/os/45 „ 4c.+."7811 [ 3 340 39'6' /3/ _ . ,. .,.....76,9,o --..5i 2 3,34 28/0" /S2 „ , , .J7i//ps /5- �/( V2 7 7.,. C'r-y ,NO, Tf/ CH -'PAN 5f -too /2 24=4. 10/ 8 34'4' /0 /03 .✓ r, - .S1"irr"rpi 20 92 .7"0 *406 32=70" 6/6" /04 Nonycrs B x/44 30,0"' /01 6 140 9'6„ /0G 4 �4 5 9.0" 5/'. /0 7 ups 32 /08 .Bot 6 .7ZO 7%5' 23/4. 070' /09 /ingars .4- 3,40 220 //O /// 6 u 2 7 " 7/a 56' /22 „ - 004.,40 -t 31',rr✓pr /d S6". 5/y 4` 128' 5" 5/f. 4 -?.1n 1.2 3" . e 3 32/-3'• ss 11131111M111=112=5111911ISOMismiumMINEINIMMINNIIIEv MIN 2. 3 4 -4=/0 //7 °/- 6 n ©�� 1/9 .j//o" �. kalis .. 3 3445 6 .r /901 / J/0 .3'0' . EminisrimErlimmui EMIRIIIMMIIIIII = / %z 46 /0 6" /39 Ti ns✓c/Jc / /3/ Ecu/01rbBai,S 9 4013/-0" ., 22 0/" -_ - /-SU\� •+6" T-' 6 7 -.7"-- 3 /22 30 %0 -9=7 /33 . t✓Grf 734 _.1/ -94is 23 4 s� A 2'/0" j$0/ /35 3/06 Top 23 52,4 133 -/ /36 -/, . Bol': --..- 23 /341 3'v=/0' /37 7,38 Tiuss B i �,oc crs 23 26 549. ...3-f ?,. 540 .5'0'6" -(47_ /Ya/ -,!h .E?i/ L✓v//`Tow) 2 %zq) 513" /4/3 7 1/z 5 799 �fer frw,%,5f .4 5os',97 Fn0 B ey,77 B= 3 %z4,1 3.3. jyPl 29=0' 51r 'S/ To/ Z 9/-r 49:0,t /53 J"r'r ps /5 /2¢ " No, 2 Sob /L`7`9. 70/'. 7rq>S ✓a'rJC Z 9' ,G67'5" .3o/ „ Bo7; - -94 ,, ,S//oc_.rs 77,avE.5,71 /4 7/39 S 302 3 4s0 4020" 303 Jo .304 905 306 /0 .94¢ 6�S" S7"cm 5/c//`-2-5c/oS .JO 340 5-/r / r Ye -7o' .Nosc 307_ .?',,/ ' 1 - 243 3� 3aq 3/0 3/1 3/2 e 2 23'7" 4/34 3a-6 s'6 Np4 327., 2 2. 2 -/44 3=/r SA"' 7' 2 L 3" lei m II; - Ai i4" 7-7 /37 0! 6" j,(9oq q'6" F C /✓arc.../// /77CJ2JJ "23 fr7A.c t1 - - L0GA7-/ON cat -0 our` /o cc/ f:- 1 No ISzetZrACThq - P/S,e - No. --2 '- CoAfTO, _ 3/3 . 5,143' f, /vOJC-,ya.-iZ 3/4 3/S' 3/6 3/7 5/e 3/9 320 2. 2 2 2 2 2 2 4=3" S/ 4 '-,f4-149-%/`- - 4//P /O;9a.=.. • 22/ 322 Tics - 2 540 /0;9""-_. 2 0/30 /070".._ 37 W:046 /6'43" ..._ -'1 /o ,4l-3'' 2-f /2 /1 325 324 32S 74c, A/05o Har/i. -7-44/0.7" 326; 327 P/i�fh //ocyo_r 345' 7z9dy �1T 459" „,0* 2' f'/ER No. .3 -900 40/ /bol i,q 774./0, 7U.c 29 -!.-AA -'3 fet, -402 .5 -/t /6 -r 401' fA .31z' 403 /0 923 909 "405 J,,o -r »J •- Top a!' Bal! "f - 5,45,9' 42=3" 5h: 48 546 17[7"3/'. 5/cis! , ,000 - t/c/^/`" t. ... _-_,`fisri2. 20 - -0 36=6",S/r- 406 :-.- ,o5'c. v -,-1._ -. 20 /7 i 4/5" 63'.34' - - 2 .5460 s a' 3 9/5 =-7/ 7 r4=-/404'..-- . 2. ad fes. 418 2 40- 4!? 920 2 -5693 42/ 9=l0" 92Z 2 /2 4/2 /2 5T.C. EL SPAN 11 - Trunsvele Top ' 7/ Slob Tronvver5e- .13c, 171 -bls 4-Vrb 700 Walk Jlab 21 22 24 at, 5I4 Z1-9 r5te 74 70 Lee-A40/N6 -5 3/1 1411 PO - 7 . COUNTY ROAD ENt'INI-fri tsuithteeies 67-20 Appendix B — Current Inspection Report 44 221 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 1 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Inspector's Signature MAG Cert # G1103 Cert Exp Date 4/15/2026 Co -Inspector's Signature HJ BMS Elements Element Element Description Total Units State 1 State 2 State 3 State 4 12 Inspections Performed: 6840 SF 6835 2 5 Structural Eval (1657) 23 Concrete Deck Soffit Operating Tons (1552) 2 0 No Utilities (2675) 0 110 Concrete Girder 256 LF 256 0 Freq Hrs Date Rep Type — 113 Steel Stringer 1100 2 1050 Deck Geometry (1658) 0.65 0 126 Op RF (1553) 1 LF Bridge Rails (1684) 0 154 0 133 Truss Gusset Plates 40 EA 24 7.0 4/20/2021 Routine — 20 0 152 9 351 Underclearance (1659) 14 0 Inventory Tons (1555) 0 Concrete Pile/Column Transition (1685) EA 10 0 8 0 212 Concrete Submerged Pier Wall 24 7.0 4/20/2021 Fract Crit — 77 3 0 8 215 (1661) 0.39 LF 70 Ilnv RF (1556) 0 0 Guardrails (1686) Concrete Pier Cap/Crossbeam 84 LF 84 0 0 0 UW —Alignment 1482 SF 1482 5 0 Deck Overall (1663) 1 Moveable Bearing (roller, sliding, etc) Operating Level (1660) 0 0 Terminals (1687) 8 7913 Fixed Bearing 2 EA 2 0 $5 Special — 5 Superstructure (1671) P Open/Closed (1293) 0.00 Asphalt Depth (2610) — 24 3.0 3/2/2020 Interim 4 Substructure (1676) 8 Waterway (1662) 6.00 Design Curb Ht (2611) UWI 9 Culvert (1678) U E Scour (1680) 32.0 Bridge Rail Ht (2612) — Damage 5 Chan/Protection (1677) Y Soundings Flag (2693) 1949 Year Built (1332) PRM Safety — N Pier/Abut/Prot (1679) N Revise Rating (2688) 0 Year Rebuilt (1336) SEC Safety — 4 Drain Cond (7664) Photos Flag (2691) Y Subj to NBIS (2614) Condition — 1 Drain Status (7665) C Measure Clrnc (2694) Alpha Span Type: STrus Short Span — M Deck Scaling (7666) 6 Sdwk Cond (7673) Sufficiency Rating: 7.56 In Depth — 10 Scaling Pct (7667) 5 Paint Cond (7674) Status: SD Geometric — 7 Deck Rutting (7669) 6 3 Approach Cond (7681) Routine Risk Category: High Risk — 7 Exposed Rebar (7670) 7 Retaining Wall (7682) Underwater Risk Category: No Risk — 6 Curb Cond (7672) 9 Pier Prot (7683) Category BMS Elements Element Element Description Total Units State 1 State 2 State 3 State 4 12 Concrete Deck 6840 SF 6835 0 5 0 35 Concrete Deck Soffit 6840 SF 6836 0 4 0 110 Concrete Girder 256 LF 256 0 0 0 113 Steel Stringer 1100 LF 1050 0 50 0 126 Steel Thru Truss 440 LF 286 0 154 0 133 Truss Gusset Plates 40 EA 20 0 20 0 152 Steel Floor Beam 351 LF 331 0 20 0 205 Concrete Pile/Column 18 EA 10 0 8 0 212 Concrete Submerged Pier Wall 80 LF 77 3 0 0 215 Concrete Abutment 80 LF 70 0 10 0 234 Concrete Pier Cap/Crossbeam 84 LF 84 0 0 0 266 Concrete Sidewalk & Supports 1482 SF 1482 0 0 0 311 Moveable Bearing (roller, sliding, etc) 10 EA 2 0 0 8 7913 Fixed Bearing 2 EA 2 0 $5 0 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 2 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post BMS Elements (Continued) Element Element Description Total Units State 1 State 2 State 3 State 4 330 Metal Bridge Railing 570 LF 458 100 12 0 340 Metal Pedestrian Railing 285 LF 285 0 0 0 357 Pack Rust 50 EA 46 4 0 0 361 Scour 4 EA 2 2 0 0 402 Open Concrete Joint 216 LF 0 0 216 0 408 Steel Sliding Plate 72 LF 0 72 0 0 901 Red Lead Alkyd Paint System 23760 SF 9110 0 13770 880 GGJ Notes 0 ORIENTATION Beginning of bridge: South Abutment 1 (nearest traffic signal at Interurban Ave). Green River Pedestrian Trail located under span 1. Duwamish River flows east to west - note river tidal influence. Old King County Bridge ID No. 3175 1 FRACTURE CRITICAL INSPECTION Includes visual inspection of truss tension members: bottom chords, floor beams, diagonal and vertical members. See Fracture Critical Report in Files Tab. See bridge nomenclature for feature ID on skewed truss. 3 UBIT 62 INSPECTION UBIT can deploy through both sides of truss. Truss openings are narrow, bridge deck is narrow with low portals and sways. Bridge closed to all traffic for 2021 UBIT Inspections. Full bridge closures recommended for UBIT inspections due to the bouncing motion of the UBIT boom caused by the high volume of truck traffic on the bridge during the inspection. Police presence is required during inspection at the intersection of Interurban Ave S and 42nd Ave S 100' south of the bridge. 11 LOAD RATING Gusset Plate at L2U1-East controls. Load rating performed (August 2017) and the bridge requires load posting for AASHTO 2 and 3, SHV 5,6,&7, and EV 2 and 3. An additional analysis was performed for a low speed posting option, see the Low Speed Posting Memo under the Records/Load Rating tab and posting sign photos under the Photos tab. 12 CONCRETE DECK Open joints over floorbeam locations. Exposed aggregate in wheel lines and light to moderate rutting. Moderate to heavy scaling, pop -outs and mudball voids scattered throughout surface. Longitudinal cracks concentrated near ends of bridge, some porosity. 35 CONCRETE DECK SOFFIT All spans: Many minor areas of exposed transverse rebar along overhangs due to lack of cover and poor concrete consolidation. Span 2: Diagonal hairline leaching cracks near steel stringers. Deck fillets are spelled in several locations along top flanges of floorbeams. Scattered hairline transverse rusty leaching cracks in soffit. Moderate sized pockets of poor consolidation - truss spans 2-4 thru 2-7. Span 3: Soot stained throughout. Diagonal leaching cracks between girders 3A/B near Pier 3. 110 CONCRETE GIRDER Four lines of CIP concrete T -beams in Spans 1 and 3. Webs have hairline vertical and diagonal cracks. Span 1: 1A - Vertical crack near Pier 2. 1D - Delamination on East Upper Flange at drainage pipe interface. Span 3: 8 exposed stirrups on each girder, 4 evenly spaced sets of 2 with minor corrosion. All girders are covered with soot. 3A - 4" x 4" x 1" spall at Pier 3, west face. End diaphragm at Pier 3 has hairline vertical leaching cracks. 46 GGJ Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 3 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Notes (Continued) 113 STEEL STRINGER Five lines of stringers. Square cope at connection to floorbeams, rust blisters on some copes - no cracks observed. Areas of corrosion top flanges. 126 STEEL THRU TRUSS GENERAL: See attached Fracture Critical Report for detail on fracture critical members. Lower and upper panel points and those connecting members are covered in bird guano, active nests in upper chords and in lower panel points on gusset plates. Also see note133 Gusset Plates for details. PACK RUST: Diagonals (compression): pack rust in seams, warping between rivet heads up to 1/8". Verticals (tension): visible seem rust - no deformation at rivets. Lower Chords: both consist of two channel beams from L2 to L8; addition plates riveted to interior webs, pack rust forming between channel webs and plates, plates are distorting up to 1/8" between rivets. Gusset Plates: Pack rust between bottom lateral gusset plates and bottom chord, plates are bulging up to 3/8" at all chord joints. Pack rust between interior cover plates and bottom chord channel has caused warping of cover plate up to 1/4". Bottom laterals have seam rust and pack rust up to 3/8" along tops of members. Upper Chords: minor seam rust along channel/plate seams throughout. IMPACT DAMAGE: Traffic impact damage to truss south portal and sway members. PORTALS: South Portal: U1 W -U1 E: High load traffic damage to south portal and sway frame. North flange of south portal is bent north 3" over length of 2 ft. Bottom flange of sway is bent upward 2" over 8" in length. Top flange of sway has a sine -wave shaped crimp, 1" over 7" in length. Center of sway is bent 1'-0" to north. SWAYS: Seam rust between angle plates and webs along the upper chord. M1W-M2E: Impact damage to sway, bent 5" to north; bottom flanges buckled center. M2W-M3E: Minor impact damage bottom flange. Slightly out of plane. Most sways have scrape marks across bottom flanges - typically northbound lane. LOWER CHORD: Lower chord floor system sways have pack rust up to 5/8" thick between paired angles (sway flanges). Vertical flange of angles are bulging and the horizontal bottom flange exhibits downward deflection. L7W: 2 rusty rivet heads on bottom plate. L7-L8W: Pack rust on lower chord. L8W: Pack rust 1/8" on bottom plate. L9W-U9W: Pitting up to 1/8" near top of bottom gusset plate. L9W: Gusset plate 7/16" thick. Pack rust 1/8" on bottom plate and 1/4" vertical plate. UPPER CHORD: Rust along riveted seams most sections. Interior upper flange has widespread peeling paint. Interior lower flange has excessive amounts of bird guano. 47 224 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 4 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Notes (Continued) 133 STEEL GUSSET PLATES 20 gusset node points per truss line. Low Chord Plates: Lateral gusset plates have pack rust, plates bulging up to 3/8" at most chord joints. Interior cover plates at chord channel have pack rust; warping of cover plate up to 1/4". Interior rivet heads have blistered or failed paint, many are heavily rusted. All bottom low chord plates have excessive guano and active pigeon nests. 5LE bottom plate has two deformed rivet heads. Upper Chord Plates: Lateral interior cover plates have pack rust at connections, no warping noted. Exterior upper plates have peeling paint; pack rust at connections. Upper interior plates have excessive bird guano. 152 STEEL FLOOR BEAM Two skewed end floor beams and ten transverse floor beams. Diagonal beams are ELO-WLO and EL10-WL10. Dirt and mud at connections to truss. Laminar rust along top flange with minor section loss (<2%). 48 225 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 5 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Notes (Continued) 205 CONCRETE PILE Ten octagonal concrete piles, five at each abutment. All columns have rough finish concrete and a few hairline cracks at cap interface. 1C: 10" spall with exposed rebar. 4A, 4B, 4C: Hairline horizontal cracks at about 1 ft. spacing. CONCRETE BEARING PEDESTALS Eight concrete columns support sliding plate bearing, four each at Piers 2 & 3. See Files Tab for Monitoring Diagram. 2A: South Face - Horizontal crack along cap interface, 6" diameter x 1/2" deep spall with exposed corroded rebar, with up to 25% section loss) and associated corner delamination, 3" wide x 18" high. East Face - 10" long x 2" high x 1/2" deep spall at top, 20" long x 14" high x up to 1" deep delaminated spall. Northwest Corner - Full -height (31") spall, 7" wide on north x 9" high on west x up to 4" deep; the NW corner of bearing is unsupported and the bearing anchor and two rebars are exposed with corrosion and section loss. 2B: South Face - Horizontal crack and associated spalling, 6" long x 4" high x 1" deep with 2 exposed rebars, along cap interface with associated delamination/spalling on southeast corner with 2' high x 5" wide on the south and up to 12" long x 1" deep with exposed rebar on the east. Northwest Corner - Full -height spall (31" high) x 6" long on west face x 6" on north face, rebar is exposed with 25% section loss; NW corner of bearing is unsupported. 2C: South Face - Horizontal crack along cap interface with associated spall, 4" wide x 1" high x 1" deep and delamination, 9" long x 16" high, at the southeast corner. Th southeast corner is spalled along the top, 4" long x 4" wide x 4" deep, exposing the bearing anchor. North Face - 14" long x 5" high x 1" deep spall with exposed horizontal rebar. West Face - 2" x 2" x 1" deep spall with exposed rebar. 2D: South Face - Hairline cracking at cap interface with associated 6" diameter x 1" deep spall with exposed rebar. SE corner is spalled off, 18" high x 8" wide x 4" deep at the base exposing bearing anchor and rebar with corrosion and 10% section loss. West Face - 5" long x 2" high x 1" deep spall with exposed rebar. North Face - 2" diameter x 1" deep spall with exposed rebar. 3A: North Face - Horizontal cracking and delaminated spalls along cap interface, full -width x 6" high x 3" deep, with exposed anchor and previously noted water leakage. Column is tilted south at 2.2°. Southeast Corner - Grout pad is chipped off exposing base plate anchorage. South Face - Edge spalling about 4" long x 1" high x 1" deep near west end. Water leakage previously noted at southwest corner. 3B: North Face - Horizontal cracks at cap interface. Multiple edge spalls along northwest corner, up to 8" high x 6" wide x 2" deep. Column is tilted to the south at 0.5°. NW corner of bearing grout pad is spalled. South Face - 3 spalls, typically 8-12" diameter x up to 1" deep, with exposed rebar, up to 50% section loss, and associated surrounding delaminations. 3C: South Face - Spall , 24' long x 6" high x 1.5" deep with 12" of horizontal rebar exposed. Southeast corner is spalled, 1" long x 3" high x 1" deep. NW corner of bearing grout pad is spalled. 3D: Water leakage previously noted along base of south face. 212 CONCRETE SUBMERGED PIER WALL Hairline vertical cracks in pier walls. Many 1-1/2" shallow form tie holes in both walls. Pier 2: water abrasion along north face. Several spalls with exposed rebar north face. Pier 3: Three 12" x 12" x 1" deep areas of abrasion in south face. 49 226 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 6 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 50 227 Notes (Continued) 215 CONCRETE ABUTMENT Both abutments have a few hairline vertical cracks in concrete backwalls. Abutment 1 - Void at backwall between Column 1C and 1D, 6' long x 2" high x 14" deep. Pedestrian trail under span 1 near abutment. Metal pedestrian rail and concrete retaining wall between trail and abutment. Abutment 4 - Significant glass debris under Span 3. Void under backwall from pile 4A through 4D, minor erosion/sloughing. Heavy vegetation overgrowth between 4A - 4C. Northwest abutment-wingwall interface; open diagonal crack above top of cap to ground line (2.0" gap at top) with 2 ft x 8" x 6" deep spall with 5" of exposed rebar. Northeast wingwall: 8" x 6" x 3" deep spall. Two steel plates attached on the east side of north abutment wall at the NE corner bridge rail. 234 CONCRETE PIER CAP Piers 2 and 3 only. Both have hairline vertical cracks in perimeter, tops are covered with mud, moss and transient debris. Caps have open form tie holes. Pier 2 - Several small spalls north and south face. 266 CONCRETE SIDEWALK & SUPPORTS Surface: Transverse cracks at panel points, cracks are open up to 1/8", with minor edges spalling. Southeast corner delaminated between Joint and rail post anchor, 12" long x 6" wide. Soffit: Many hairline transverse cracks leaching on underside. Form anchors still in place on soffit along channel web. Small shallow cover spalls with exposed rebar common throughout. Supports: Steel knee braces support sidewalk in Span 2, top clips at truss are separating due to pack rust. 311 MOVEABLE BEARING Rocker Bearings: Pier 2 - Bearing display signs of recent movement and are not considered frozen. Truss bearings 2-1A & 2-1B are tipped towards expansion, with a 0.3° differential at the time of the 2021 inspection. Year Bearing 2-1A (°) Bearing 2-1B (°) Temperature (F°) 2021 6.2 5.9 51 2019 5.6 5.6 43 Rocker Bearings - support approach spans: Eight skewed steel bearings, each bearing has two hinge bars. Bearings are mounted on concrete bearing pedestals at Piers 2 and 3. Pack rust between sole plates and hinge bars on all bearings. Hinge bars at bearings 2A, 2D, 3-1A and 3-1D, are bulging up to 1/8" from pack rust, all eight bearings are frozen. Bearing 3-1C has an isolated area of paint failure with exposed steel and minor laminar corrosion on the east face. See Note 205 CONCRETE COLUMNS - for details on the concrete bearing pedestals. 313 FIXED BEARING Pier 3 - Two pinned shoe bearings 3A and 3B support truss - minor rust on edges. 330 METAL BRIDGE RAILING Retrofit thrie beam rail has minor traffic scrapes throughout. Loose rail connection at U5L5 east truss, rattles under traffic loads. Tack welds broken on west rail, widespread. 340 METAL PEDESTRIAN RAILING Rail panel section loose at bottom tube connection to post, east sidewalk north of center line of the river, between EL4 and EL5. 357 PACK RUST Seam rust and pack rust - most 1/4" or less on built-up members throughout truss. 50 227 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 7 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Notes (Continued) 361 SCOUR, FIELD Pier 2 is located on the outside of a sharp meander bend in the Duwamish River. Pier 2: Riprap along left bank has a scour scallop, approximately 8 to 10 feet in diameter at the center of pier, two relic piles are exposed in the scalloped area. During inspection flow increased velocity with the changing tide; back eddies were noted along the center and downstream face of pier, the thalweg flow is near the left bank at Pier 2. Pier 3: Riprap is scattered and missing along the downstream half of pier. Aggradation is visible upstream right bank to mid channel. SOUNDINGS: are taken from upstream rail at truss panel points: YEAR LO L1 L2 L3 L4 L5 L6 L7 L8 L9 L10 2021 18.6 33.5 43.4 37.0 43.5 32.1 29.3 27.8 26.2 23.1 15.8 2019 17.5 29.5 40.0 42.0 42.8 31.5 28.0 27.5 25.9 23.5 15.3 2015 18.5 30.5 36 23.5 42 28 30.2 35 23.8 43.5 28.5 2014 19 41.5 29.7 16 39.5 26.5 41 30 16 43 27 2013 18.8 44.5 28.5 34 34 23.5 42 27.5 30.5 37.5 25.5 2007 18.5 40.5 26.5 39 28.5 15 42 26 40 31 15 WL (2021) = 25.3' Update soundings every two years or more often if lateral migration is suspected. Monitor riprap at low tide and low flow periods. 402 OPEN CONCRETE JOINT Open joints over 8 floorbeams of main span have felt seals, most of the seal is worn away. Visible water and mud intrusion onto floorbeam top flanges noted many locations. See Repair No. 12306. 408 STEEL SLIDING PLATE Located at Piers 2 and 3. Both joints are full of sandy debris. Chips and D -spalls along edges of both joints typical along wheel lines. Water leaks through the 'oint onto truss main piers. MEASUREMENTS: taken at center -line perpendicular to each joint. YEAR TEMP PIER 2 (WEST) PIER 3 (EAST) 2021 61° 1-0" 1-1/2" 2019 55° 1-0" 1-1/2" 2018 60° 1-0" 1-1/2" 2016 62° 1-0" 1-1/2" 2015 48° 7/8" 1-1/2" 2013 48° 15/16" 1-3/8" 2011 50° 15/16" 1-3/8" 2009 65° 1-0" 1-5/8" 2007 50° 1-1/2" 1-5/8" 2005 65° 1-0" 1-3/8" 51 228 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 8 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 52 229 Notes (Continued) 901 RED LEAD ALKYD PAINT SYSTEM Upper Chords - Top sways, upper gusset plates, and gusset connections: Paint is thin and typically dull and chalky. Widespread peeling, exposed primer (orange), and bare steel with areas of surface corrosion in some locations, common on interior surfaces. Vertical/Diagonal members: Paint is dull and chalky throughout with isolated areas of peeling paint, concentrated near upper gusset connections. Stringers: Rust blooms, blistered paint, and peeling common on stringer notches at floor beam connections. Low chord: Exterior and upper flanges are dull and chalky with algae growth throughout. Interior flanges are peeling near the gusset plate connections. Moss and algae on lateral low chord members and floor system. 1660 OPERATING LEVEL NOTE: Bridge is posted. Truck speed is limited to 15 MPH. 1663 DECK OVERALL The code was downgraded based on deck and floor system deterioration. The deck panels are non -composite and are loose / slapping on the floor system under traffic. In addition, the floor system is creaking and groaning under load. These problems are not revealing themselves in recordable damage but the loose deck panels and lack of continuity was taken into account in a new load rating update. 1671 SUPERSTRUCTURE CONDITION Coded 5 due to impact damage at south portal and pack rust throughout steel truss members. 1676 SUBSTRUCTURE CONDITION Code reduced to 4 due to condition of concrete bearing pedestals under rocker bearings at piers 2 and 3. 1680 SCOUR , OFFICE Scour analysis completed in 2014. Intermediate piers are founded on timber piles, tip elevations are not available, the scour code = "U". The channel is centered under L3 -East, channel aggradation upstream of bridge from right bank to center of channel. Calculated contraction scour is 0.6 feet, local pier scour ranges between 6 feet and 13 feet depending on angle of attack. Plans indicate bottom of footing at -17.0 (Pier 2) Top of rail is estimated per plans at 28.0. Thalweg (2021) = -15.5 1685 TRANSITION Bridge rail transition at Abutment 1, west side, is missing approach guard rail. SE Transition rail has 6' of impact damage with 1 damaged/twisted post. 1686 GUARDRAILS SE approach rail has an area of impact damage, approximately 30' long. NW approach rail is 18" high along settlement area. 1687 TERMINAL Breakaway Cable Terminals at southeast and northwest corners. Impact attenuator at northeast corner. Sloped concrete Jersey terminal at southwest corner. 2675 NO. OF UTILITIES Two utilities are suspended from east edge under sidewalk: One 12" diameter steel waterline with mechanically restrained joints. One 6" diameter gas pipe. Gas line couplers are cracked and broken in many locations. 52 229 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 9 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Repairs Notes (Continued) 2694 CLEARANCES Vertical clearance at portals and Mid level sway braces, measured 3" from curb: Minimum along East fog line: 14.95' at North Portal E -M9 - W -M10. Minimum along West fog line: 14.97' at E -M2 - W -M2. Minimum Clearance: E -M1 - W -M2 = 15'-0 3/8" (West) E -M2 - W -M2 = 14'-11 5/8" (west) E -M3 - W -M3 = 15'-0" (East) E -M4 - W -M4 = 15'-0" (East) E -M5 - W -M5 = 15'-0 7/16"(East) E -M6 - W -M6 = 15'-0 3/8" (East) E -M7 - W -M7 = 15'-1 3/8" (East) E -M8 - W -M8 = 15'-0 1/8" (East) E -M9 - W -M9 = 15'-0 1/8" (East) E -M9 - W -M10 = 14'-11 3/8" (West) Span 1: Vertical Clearance along shared use path undercrossing, measured 6" from Pier 2 Wall along Girder 1A: Minimum Measurement: 9'-3". 7664 DRAIN CONDITION Deck drains are plugged throughout. 7672 CURB CONDITION Cracks open 1/8" over truss floorbeams. 7681 APPROACH ROADWAY South approach - Cracking along center line ACP seam. Open pattern cracking and settlement up to 1.5" in southbound lane and along center line. Heavy wheel track rutting in southbound lane. Northbound lane asphalt is ramped up to 1/2" higher than deck. North approach - Smooth approach, no settlement noted. 7682 RETAINING WALL Sheet pile wall to retain NW approach fill, no defects noted. Repairs Repair No Pr R Repair Descriptions Noted Maint Verified 12306 1 B JOINTS SPAN 2: (MAH Revised 4/10/2015) Open Joints: Clean out open joints over floor beams thoroughly and fill with a flexible sealant, priority 1 due to corrosion at top flanges of floorbeams from leaking joints. 3/25/1998 13469 1 B RAIL: SW transition is missing approach guard rail and terminal. SE guardrail is bent and deformed. NW guardrail has settled below acceptable standards. REPAIR - replace missing guard rail and terminal at SW corner, replace damaged rail at SE corner, reset NW rail and posts to bring rail up to standard height. 4/8/2013 13471 1 B PAINT: (Updated - 2021 HJ) Paint has failed in many locations along the top face of the upper truss chords. Pack rust is forming in seams of all built-up members. Moist soil and pigeon guano accumulated within truss panel points are accelerating paint failure. Algae and moss growing on many members. 1. Thoroughly pressure wash clean truss of all dirt/algae/guano. 2. Prepare surface and repaint bridge to encapsulate pack rust and protect truss members. 3. Add bird deterrent at all panel points, upper and lower chords. 4/8/2013 53 230 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 10 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Repairs (Continued) Repair No Pr R Repair Descriptions Noted Maint Verified 13473 1 B EXPANSION JOINT: Steel sliding plate expansion joints allows water and debris onto top of caps and bearings at Piers 2 and 3. The concrete edges at joints are chipped and spalled. REPAIR - Replace steel sliding plate expansion joints with either a strip seal with steel header or modular joint to eliminate water intrusion onto steel bearings. 4/8/2013 13474 S S SCOUR: (Updated in 2019) Current scour code is coded "U" unknown due to the lack of pile tip elevation records. Check City bridge files for pile tipe elevations at intermediate piers. 4/16/2013 13475 2 B STRUCTURAL SUBSTRUCTURE: (Updated - HJ 04/20/21): Concrete columns supporting sliding bearings at Piers 2 and 3 have open cracking, exposed rebar and bearing anchors with section loss, spalls, and delaminations throughout columns and along cap interface. Pier 2 - Cap has spall, with rusted rebar and open cracks up to .05mm. Pier 3 - heavily abraded at waterline. Pier 4 - columns 4A -C have horizontal cracks. Abutment backwall is undermining along west half. West wing wall has large open crack and spalls. REPAIRS: P2 and P3 bearing columns - recommend design seismic retrofit steel collar and construct around bearing columns, anchored to cap, then fill tight with epoxy. Pier 2 - cap clean exposed rebar and patch spalls, epoxy inject cracks. Pier 3 - clean and patch abraded areas of pier wall. Pier 4 - FRP wrap columns 4 A -C. Reinforce west wingwall. Fill voids under abutment backwalls and add quarry spalls along abutment wall and under Span 3. 4/16/2013 13476 2 B SCOUR: (RPH Revised 7/22/2014): Small scour scallops in left bank armor in front of Pier 2. Riprap is sparse and scattered through mudbar in front of Pier 3. Monitor the downstream inside face of Pier 3 at low water. REPAIR - Replace missing riprap along banks and in front of piers. 4/17/2013 13478 1 B SWAY BRACES: Heat straighten south portal and sway E-M2/W-M2. Sway bracing measures 14' - 11" clearance at fogline. Vertical clearance signs are required for measured clearances less than or equal to 15'-3" Install warning signs at both portals with posted height 3" less than lowest measured clearance. Recommend raising portals and sways due to the high volume of truck traffic and existing damage to sway members. 4/10/2015 13479 2 B BEARINGS: Approach span bearings - slide movable bearing at pier 2 and 3 are corroded - and appear frozen. Replace sliding plates with elastomeric dynamic isolation bearings. 4/10/2015 13480 2 B DECK: SOFFIT - widespread consolidation pockets, spalls with exposed rebar east side of soffit. SURFACE - worn to aggregate, spalling along joints. Patches of light scaling. REPAIR: Chip any delamintaed concrete from exposed rebar, clean and seal exposed bar and patch spalls. Sack honeycombed areas throughout soffit. Shotblast deck surface, patch spalled areas and apply epoxy overlay. 4/10/2015 54 231 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Release Date: 5/18/2021 Agency: TUKWILA Program Mgr: Sonia L. Lowry Page 11 of 11 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Repairs (Continued) Repair No Pr R Repair Descriptions Noted Maint Verified 13481 1 U UTILITY - GAS: Gas 6" dia. gas utility pipe couplers are cracked and broken in many locations. 1. Contact gas company to inform condition of couplers. 4/20/2021 13482 2 J DECK DRAINS: Deck drains are plugged with debris throughout. 1. Clean out drains and ensure proper functionality. 4/20/2021 Inspections Performed and Resources Required Report Type Routine Fracture Critical Resources UBIT Flagging Date 4/20/2021 4/20/2021 Hours Min 6.00 6.00 Freq 24 24 Pref Hrs Insp CertNo 7.0 MAG G1103 7.0 MAG G1103 Max Freq Date Coinsp HJ HJ Need Date Override Interim 3/2/2020 24 3.0 HP G1913 HJ Inspect concrete bearings at piers pedestal details. Resources Hours Min Pref Max Freq Date Need Date Override Special Equipment Equipment 4/1/2019 24 7.0 MAG G1103 HP Resources Hours Min UBIT 4.00 Flagging 4.00 2 Man UBIT 4/20/2021 24 7.0 MAG G1103 HJ Resources Hours Min Pref Max Freq Date UBIT Pref Max Freq Date Need Date Override Need Date Override Note Notes WSDOT UBIT 62 USED LOCAL AGENCY Flagging or road closure provided by City of Tukwila bearing pedestals supporting approach span 2 and 3. See Note 205 and Files tab for Notes Ladder required to reach columns and bearings. Notes WSDOT UBIT-60 USED Traffic contol provided by City of Tukwila Notes WSDOT UB -62 used for 2021 inspection 55 232 Bridge ID WB71 Facilities WB72 Layout WB73 Crossing Route On WB74 Crossing Route Under WB74 Design WB75 Inspection Report Types Approved Revised RFC AAN Not Reviewed 1001 2009 2132 WSBIS Field Inventory Report 41116' Washington State Mr Department of Transportation 1019 1021 2023 1156 1188 1196 Structure ID Bridge Number Bridge Name Owner County City Location Latitude Longitude 08109700 TUKxNx14 42ND AVENUE SOUTH BR 04 17 1320 0.04 MI E OF SR -599 47° 29' 23.10" 122° 16' 49.00" Skew Angle Flared Median 1949 0 284 1.04 220 2 1232 1256 1274 1286 1288 1289 Feature Intersected Facilities Carried Region Custodian Parallel Temporary DUWAMISH RIVER 42ND AVE SO NW 04 N Min Vert Under Vert Code Min Lat Under Right Lat Code Min Lat Under Left Navigation Control Code Approach Roadway 1332 1336 1340 2346 1348 1352 1356 1360 1364 1367 1370 1374 1378 1379 1382 1383 1386 1397 Shaded fields are to be reviewed each inspection. Fields in italics are for information only & are not editable. 1310 1312 1291 Year Built Year Rebuilt Bridge Length Screening Length Maximum Span Length Lanes On Curb to Curb Deck Width Out to Out Deck Width Sidewalk Left Sidewalk Right Min Vert Over Deck Min Vert Under Vert Code Min Lat Under Right Lat Code Min Lat Under Left Navigation Control Code Approach Roadway Skew Angle Flared Median 1949 0 284 1.04 220 2 24.0 30.0 0.0 3.5 15' 00" 00' 00" N 0.0 N 0.0 0 36 38 N 0 2000 1432 1433 1434 1435 2440 1445 1451 2402 1487 1490 1354 1491 1495 1499 2500 2501 2502 1413 0 o v. m On Under 0 = N * N Service Level Route Number Milepost ADT Truck ° /o Crossing Description Funct. Class Lane Use Direction Total Lanes Under Horizontal Clearance Route Dir Horizontal Clearance Reverse Dir Max Vert Clearance Route Min Vert Clearance Route Max Vert Clearance Reverse Min Vert Clearance Reverse Detour Length M 1 5 1 01037 1.04 10300 30 42ND AVENUE SOUTH BR 17 2 0 24' 00" 0.65 15' 00" 14 0.39 2 2000 1432 1433 1434 1435 2440 1445 1451 2402 1487 1490 1354 1491 1495 1499 2500 2501 2502 1413 n K o v. CD On Under nLane = in* y Service Level Route Number Milepost ADT Truck ° /° Crossing Description Funct. Class Use Direction Crossing Lanes Under Horizontal Clearance Route Dir Horizontal Clearance Reverse Dir Max Vert Clearance Route Min Vert Clearance Route Max Veil Clearance Reverse Min Vert Clearance Reverse Detour Length 10 1 04 1 2 5 5 1 1 0 0 6 23 0.65 6 14 0.39 1532 1533 1535 1536 1538 1541 1544 1545 1546 1547 1548 1549 1551 1552 1553 1554 1555 1556 Main Span Material Main Span Design Appr Span Material Appr Span Design Number Main Spans Number Appr Spans Service On Service Under Deck Type Wearing Surface Membrane I Deck Protect Oper Rating Method Oper Rating Tons Oper Rating Factor Inv Rating Method Inv Rating Tons Inv Rating Factor 3 10 1 04 1 2 5 5 1 1 0 0 6 23 0.65 6 14 0.39 2920 Inspection 1990 Date 2646 Inspector 2649 Cert No 2654 Co -Inspector Routine 4/20/2021 MAG G1103 HJ Fracture Critical 4/20/2021 MAG G1103 HJ Special Feature Underwater UW Interim Inspection Date Inspector Cert No Co -Inspector Interim In Depth Damage PRM Safety SEC Safety NBIS Risk Category Routine: High Risk Underwater: Inspection Date Inspector Route On Route Under Printed Date 9/12/2021 Cert No Co -Inspector Condition Short Span Geometric Info Inventory 56 234 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 1 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER HJ (52) - E ELEVATION {root} Photo Type: E - Elevation Orientation: W Date: 4/20/2021 Repairs: Remarks: East Elevation (Downstream) MAG (228) S APPROACH {root} Photo Type: D - Deck Orientation: N Date: 4/20/2021 Repairs: 13469, 13478 Remarks: South Approach SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 57 235 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 2 of 22 Br. No. TUKxNx14 SID 08109700 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (229) N APPROACH {root} Photo Type: D - Deck Orientation: S Date: 4/20/2021 Repairs: 13469, 13478 Remarks: North Approach HJ (18) - TYP DECK {root} Photo Type: D - Deck Orientation: N Date: 4/20/2021 Repairs: 13480 Remarks: Typical Deck 236 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post iI� f 1 58 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 3 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER HJ (95) - TYP SUPERSTRUCTU RE {root} Photo Type: G - General Orientation: E Date: 4/20/2021 Repairs: 13471 Remarks: Typical Superstructure HJ (48) - ABUTMENT I {root} Photo Type: G - General Orientation: S Date: 4/20/2021 Repairs: Remarks: South Abutment SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 59 237 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 4 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (90) - PIER 2 {root} Photo Type: G - General Orientation: S Date: 4/20/2021 Repairs: 13474, 13475, 13476 Remarks: Pier 2 (North Face) MAG (91) - PIER 3 {root} Photo Type: G - General Orientation: N Date: 4/20/2021 Repairs: 13474, 13475, 13476 Remarks: Pier 3 (South Face) 238 SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 60 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 5 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER HJ (100) ABUTMENT NORTH {root} Photo Type: G - General Orientation: N Date: 4/20/2021 Repairs: 13475 Remarks: North Abutment 2021_MAG (5) DECK AGGREGATE {root} Photo Type: D - Deck Orientation: DN Date: 4/20/2021 Repairs: 13480 Remarks: Heavy Deck Scaling large SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 61 239 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 6 of 22 Br. No. TUKxNx14 SID 08109700 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER 2021_MAG (19) DECK SOFFIT SPALLS {root} Photo Type: G - General Orientation: UP Date: 4/20/2021 Repairs: 13480 Remarks: Deck Soffit Spalls with Exposed Rebar HJ (62) - GIRDER 1D DELAM {root} Photo Type: G - General Orientation: W Date: 4/20/2021 Repairs: Remarks: Girder 1D - Delamination at Drainage Pipe Interface 240 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 62 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 7 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER HJ (101) - SPAN 3 - SOOT & REBAR {root} Photo Type: G - General Orientation: UP Date: 4/20/2021 Repairs: Remarks: Span 3 Girders - Soot Stained and Typical Exposed Rebar MAG (192) PACK RUST BT RIVETS {root} Photo Type: I - In Depth Orientation: E Date: 4/20/2021 Repairs: 13471 Remarks: Warping due to Pack Rust between Diagonal Connections SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 63 241 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Release Date: 5/18/2021 Agency: TUKWILA Program Mgr: Sonia L. Lowry Page 8 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (66) WL3 PLATE PACK RUST {root} Photo Type: Orientation: Date: Repairs: I - In Depth UP 4/20/2021 13471 Remarks: Pack Rust and Associated Warping at W3L Gusset Plate MAG (141) UPPER LATERAL PACK RUST {root} Photo Type: Orientation: Date: Repairs: I - In Depth W 4/20/2021 13471 Remarks: Pack Rust between seams throughtout Upper Chords 242 SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 400 411110 ABA w # a .ate AV f 64 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 9 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (43) WML1- EML2 SINE WAVE {root} Photo Type: I - In Depth Orientation: W Date: 4/20/2021 Repairs: 13478 Remarks: M1W-M2E Impact Damage to Mid Level Sway MAG (37) ML1- ML2 OUT OF PLANE {root} Photo Type: U - Utility Orientation: DN Date: 4/20/2021 Repairs: 13478 Remarks: M1W-M2E Out of Plane Impact Deflection SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 65 243 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 10 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER HJ (67) - 2A COLUMN EXP ANCHOR {root} Photo Type: G - General Orientation: E Date: 4/20/2021 Repairs: 13475 Remarks: Column 2A West Face - Full Height Spelling with Exposed Bearing Anchors HJ (85) - SE SIDEWALK DELAM {root} Photo Type: G - General Orientation: DN Date: 4/20/2021 Repairs: Remarks: Southeast Sidewalk Delamination 244 SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 66 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 11 of 22 Br. No. TUKxNx14 SID 08109700 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (16) BARINGG 2-1B TIP 5.9° {root} Photo Type: G - General Orientation: W Date: 4/20/2021 Repairs: Remarks: Typical Rocker Bearing (2-1 B Shown) HJ (20) - JOINT 3 {root} Photo Type: G - General Orientation: W Date: 4/20/2021 Repairs: 12306 Remarks: Typical open joint Span 2 (Joint 3 shown) Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 67 245 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 12 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER HJ (44) - JOINT 2 (SOUTH) {root} Photo Type: D - Deck Orientation: E Date: 4/20/2021 Repairs: 13473 Remarks: Steel Sliding Plate Joint (South) at south end of truss HJ (37) JOINT 11 N {root} Photo Type: D - Deck Orientation: W Date: 4/20/2021 Repairs: 13473 Remarks: Steel Sliding Plate Joint (North) at north end of truss 246 SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 68 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 13 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER HJ (7) LOAD POST & SPEED {root} Photo Type: G - General Orientation: S Date: 4/20/2021 Repairs: Remarks: Load & Speed Posting HJ (42) RAIL HEIGHT {root} Photo Type: G - General Orientation: W Date: 4/20/2021 Repairs: 13469 Remarks: North East Rail Height SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 69 247 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 14 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (103) UTILITY BROKEN COUPLER {root} Photo Type: G - General Orientation: W Date: 4/20/2021 Repairs: 13481 Remarks: Broken Utility Connector HJ (125) MINIMUM VERT CLEARANCE {root} Photo Type: G - General Orientation: DN Date: 4/20/2021 Repairs: 13478 Remarks: Minimum Clearance Measurement (North Portal - East Fogline) 248 SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post ALR130 Distance Measurer 70 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Release Date: 5/18/2021 Agency: TUKWILA Program Mgr: Sonia L. Lowry Page 15 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER HJ (50) PED UNDERCROSSIN G {root} Photo Type: G - General Orientation: W Date: 4/20/2021 Repairs: Remarks: Span 1 Mixed Use Trail Undercrossing HJ (29) PLUGGED DECK DRAIN {root} Photo Type: Orientation: Date: Repairs: D - Deck DN 4/20/2021 13482 Remarks: Plugged Deck Drain SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 71 249 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 16 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER HJ (9) S APPROACH SETTLEMENT {root} Photo Type: G - General Orientation: DN Date: 4/20/2021 Repairs: Remarks: South Approach Settlement HJ (105) BEARING 3C {root} Photo Type: G - General Orientation: W Date: 4/20/2021 Repairs: 13479 Remarks: Approach Bearing (Bearing 3C Depicted) 250 SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 72 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 17 of 22 Br. No. TUKxNx14 SID 08109700 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (39) PAINT LOSS {root} Photo Type: G - General Orientation: DN Date: 4/20/2021 Repairs: Remarks: Upper chord and gusset plate paint loss. MAG (59) STRINGER NOTCH RUST {root} Photo Type: G - General Orientation: W Date: 4/20/2021 Repairs: Remarks: Stringer notch rust in failed paint common on stringer notches Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 73 251 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 18 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (68) SWAY BRACE PK RUST {root} Photo Type: G - General Orientation: NE Date: 4/20/2021 Repairs: Remarks: Pack rust between angles deforming bracing. MAG (129) PANEL POINT {root} Photo Type: R - Repair Orientation: DN Date: 4/20/2021 Repairs: Remarks: Garbage and debris accumulated in low panel point 252 SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 77. ,ta,Li ti LJ, 74 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 19 of 22 Br. No. TUKxNx14 SID 08109700 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (57) EL2 PLATE PACK RUST {root} Photo Type: G - General Orientation: UP Date: 4/20/2021 Repairs: Remarks: Gusset plate EL3 bending due to pack rust MAG (97) EL6 BOT PLATE RIVETS {root} Photo Type: G - General Orientation: UP Date: 4/20/2021 Repairs: Remarks: 2 deformed rivets in bottom gusset at EL6 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 75 253 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 20 of 22 Br. No. TUKxNx14 SID 08109700 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER MAG (178) BOT CHORD ALGAE {root} Photo Type: G - General Orientation: S Date: 4/20/2021 Repairs: Remarks: Bottom chords and other floor system members are coverd with algae and moss 254 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post 76 {root} G 13471 3 4 {root} G 13475 5 {root} G 13480 6 13471 8 13478 9 G 13475 10 G 13 G 13481 14 G 15 G 16 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 21 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER Entry Name Folder Name HJ (52) - E ELEVATION {root} MAG (228) S APPROACH {root} MAG (229) N APPROACH {root} HJ (18) - TYP DECK {root} SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Type Repairs Page E 1 D 13469,13478 1 D 13469,13478 2 D 13480 2 HJ (95) - TYP SUPERSTRUCTURE HJ (48) - ABUTMENT 1 {root} G 3 MAG (90) - PIER 2 {root} G 13474, 13475, 13476 MAG (91) - PIER 3 {root} G 13474, 13475, 13476 4 HJ (100) ABUTMENT NORTH 2021_MAG (5) DECK AGGREGATE {root} D 13480 5 2021_MAG (19) DECK SOFFIT SPALLS HJ (62) - GIRDER 1D DELAM {root} G 6 HJ (101) - SPAN 3 - SOOT & {root} G 7 REBAR MAG (192) PACK RUST BT {root} RIVETS 13471 7 MAG (66) WL3 PLATE PACK {root} RUST MAG (141) UPPER LATERAL {root} PACK RUST 13471 8 MAG (43) WML1-EML2 SINE {root} WAVE MAG (37) ML1-ML2 OUT OF {root} PLANE U 13478 9 HJ (67) - 2A COLUMN EXP {root} ANCHOR HJ (85) - SE SIDEWALK DELAM {root} G 10 MAG (16) BARINGG 2-1B TIP G 11 5.9° HJ (20) - JOINT 3 {root} G 12306 11 HJ (44) - JOINT 2 (SOUTH) {root} D 13473 12 HJ (37) JOINT 11 N {root} D 13473 12 HJ (7) LOAD POST & SPEED {root} HJ (42) RAIL HEIGHT {root} G 13469 13 MAG (103) UTILITY BROKEN{root} COUPLER HJ (125) MINIMUM VERT {root} CLEARANCE G 13478 14 HJ (50) PED UNDERCROSSING {root} HJ (29) PLUGGED DECK {root} DRAIN D 13482 15 HJ (9) S APPROACH SETTLEMENT {root} HJ (105) BEARING 3C {root} G 13479 16 MAG (39) PAINT LOSS {root} G 17 MAG (59) STRINGER {root} G 17 NOTCH RUST 77 255 G 20 Status: Released CD Guid: 4244c0f0-f994-4820-b57f-0df8e475c0b2 BRIDGE INSPECTION REPORT Printed On: 9/12/2021 Agency: TUKWILA Release Date: 5/18/2021 Program Mgr: Sonia L. Lowry Page 22 of 22 Br. No. TUKxNx14 Carrying 42ND AVE SO Intersecting DUWAMISH RIVER Entry Name Folder Name SID 08109700 Br. Name 42ND AVENUE SOUTH BR Route On 01037 Mile Post 1.04 Route Under Mile Post Type Repairs Page MAG (68) SWAY BRACE PK {root} G 18 RUST MAG (129) PANEL POINT {root} R 18 MAG (57) EL2 PLATE PACK {root} G 19 RUST MAG (97) EL6 BOT PLATE {root} G 19 RIVETS MAG (178) BOT CHORD ALGAE {root} 78 256 Appendix C — Survey Map 79 257 -21,111.2 258 e 0 s B 116) CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS. EXISTING UTILITIES MUST BE LOCATED AND PROTECTED BEFORE AND DURING CONSTRUCTION. ATTENTION IF ASSISTANCE IS NEEDED WITH NAVIGATING OR UTILIZING THIS BASE MAP IN CIVIL 3D PLEASE CONTACT 1 -ALLIANCE AT (425) 598-2200. 80 Appendix D — Geotechnical Investigations Technical Memo 81 259 DRAFT Preliminary Geotechnical Engineering Report 42nd Avenue South Bridge Replacement Tukwila, Washington November 22, 2021 Prepared for TranTech Engineering, LLC 365 118th Avenue SE, Suite 100 Bellevue, Washington 98005 14 LANDAU ASSOCIATES 82 260 Preliminary Geotechnical Engineering Report 42nd Avenue South Bridge Replacement Tukwila, Washington This document was prepared by, or under the direct supervision of the undersigned, whose seal is affixed below. Name: Steven R. Wright, PE Washington/No. 32250 Date: November 22, 2021 Document prepared by: Sean Gertz, PE Senior Engineer Document reviewed by: Steven R. Wright, PE Quality Reviewer Date: November 22, 2021 Project No.: 1790003.010.011 File path: \\edmdata0l\projects\1790\003.010\R\Signature Page.docx Project Coordinator: TAC 83 261 DRAFT Landau Associates TABLE OF CONTENTS PAGE 1.0 INTRODUCTION 1-1 1.1 Project Background and Description 1-1 1.2 Scope of Services 1-2 2.0 SITE CONDITIONS 2-3 2.1 Geologic Setting 2-3 2.2 Surface Conditions 2-3 2.2.1 Existing Bridge Corridor 2-3 2.2.2 South 124th Street Corridor 2-4 2.3 Subsurface Soil Conditions 2-4 2.3.1 Existing Bridge Corridor 2-4 2.3.2 South 124th Street Corridor 2-5 2.4 Groundwater Conditions 2-5 3.0 CONCLUSIONS AND RECOMMENDATIONS 3-1 3.1 Seismic Design Considerations 3-1 3.1.1 Liquefaction 3-1 3.1.2 Lateral Spreading 3-2 3.2 Preliminary Bridge Foundation Design 3-2 3.2.1 Drilled Shaft Lateral Foundation Capacity 3-2 3.2.1.1 Lateral Spreading 3-3 3.2.2 Drilled Shafts Axial Capacity 3-4 3.2.2.1 Downdrag Loads 3-5 3.2.2.2 Group Interaction Effect 3-6 4.0 DESIGN PHASE GEOTECHNICAL SERVICES 4-7 5.0 USE OF THIS REPORT 5-1 6.0 REFERENCES 6-1 Figure 1 2 Title Vicinity Map Site and Exploration Plan FIGURES Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement iii November 22, 2021 84 262 DRAFT Landau Associates Table Title TABLES 1 Recommended Seismic Design Parameters 2 Estimated Depth to Non -Liquefiable Soils 3 Preliminary Recommended Soil Parameters for LPILE Input, Non -Liquefied Condition 4 Preliminary Drilled Shaft Axial Capacities 5 Recommended Resistance Factors for Drilled Shaft Design 6 Preliminary Recommended Seismic Downdrag Loads for Extreme 1 Limit State 7 Recommended Axial Group Reduction Factors APPENDICES Appendix Title A Field Explorations B Laboratory Soil Testing Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement iv November 22, 2021 85 263 DRAFT Landau Associates LIST OF ABBREVIATIONS AND ACRONYMS AASHTO American Association of State Highway and Transportation Officials ADT Average Daily Traffic bgs below ground surface BNSF Burlington Northern Santa Fe City City of Tukwila ft foot/feet TranTech TranTech Engineering, LLC LAI Landau Associates, Inc. LRFD Load Resistance Factor Design pci pounds per cubic inch psi pounds per square inch NAVD88 North American Vertical Datum of 1988 PGA peak ground acceleration WSDOT Washington State Department of Transportation Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement v November 22, 2021 86 264 DRAFT Landau Associates This page intentionally left blank. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement vi November 22, 2021 87 265 DRAFT Landau Associates 1.0 INTRODUCTION This report summarizes the results of preliminary geotechnical engineering services provided by Landau Associates, Inc. (LAI) to TranTech Engineering, LLC (TranTech; Project Civil and Structural Engineer) in support of preliminary design of the City of Tukwila (City; project owner) 42nd Avenue South Bridge Replacement project in Tukwila, Washington (site; Figure 1). This report has been prepared with information provided by representatives of the City and TranTech, and with data collected during LAI's field exploration program. 1.1 Project Background and Description The existing 42nd Avenue South Bridge was built in 1949. It is a 3 -span bridge that is 280 -feet -long and 28 -feet wide [24 feet (ft) curb -to -curb], with the main span consisting of a through -truss that spans over the Duwamish River. The existing bridge has a sufficiency rating of 7.56 and is considered Structurally Deficient and Functionally Obsolete. The 2018 Average Daily Traffic (ADT) volume was 10,300 vehicles per day, with 30 percent of those vehicles being heavy trucks. The 42nd Avenue South Bridge is a primary crossing of the Duwamish River for the Allentown neighborhood, the Burlington Northern Santa Fe (BNSF) Intermodal Facility, and Baker Commodities, all of which are considered major stakeholders of this project. The City has been struggling with the deterioration of this bridge for many years, starting in the 1990s with an expensive paint project followed a few years later by the emergency shoring of the northern approach roadway with a sheet pile wall system when the Duwamish River threatened to wash away its northern approach fill. Even after these repairs, the northern approach has continued to settle, and constant maintenance is required to provide a smooth transition onto the bridge. In addition, the existing steel truss is fracture critical, and the bridge requires costly special access inspections every 24 months. These inspections must be preceded by a cleaning of the structure to allow visual access to critical connections. Cleaning the bridge is expensive and a logistical challenge that yields only short-term benefits. The bridge currently needs further maintenance, but the cost of the necessary repairs far exceeds the cost of replacing the bridge. The bridge is the only viable route for container trucks entering and leaving the Tukwila BNSF Intermodal Facility and is currently load posted, which restricts the free movement of that freight. The bridge's many structural deficiencies are compounded by the crossing of the frequent heavy loads as well as by deterioration suffered during its 70 -year service life. In addition, the bridge bearings are locked, which causes continuing damage from temperature -related expansion and contraction. These deficiencies coupled with the bridge geometry have resulted in a bridge at risk of collapse during a seismic event. This project will replace the existing 42nd Avenue South Bridge with a new multi -span bridge and improve the serviceability of 42nd Avenue South. The City is considering two alignments for the Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 1-1 November 22, 2021 88 266 DRAFT Landau Associates replacement bridge, one within the existing bridge corridor and one within the South 124th Street corridor. LAI understands that the replacement bridge will likely be supported on drilled shaft foundations with diameters on the order of 8 to 10 ft. 1.2 Scope of Services TranTech retained LAI to provide preliminary geotechnical design services in support of preliminary design of the project. LAI provided the following services in accordance with the scope outlined in a Subconsultant Agreement for Services between LAI and TranTech, dated November 23, 2020: • Reviewed readily available geologic and geotechnical data for the site and the surrounding area, including information gathered by others as part of the nearby King County Allentown Trunk and Sound Transit Central Link Light Rail projects. • Evaluated the above-described information collected by others from the project area and developed preliminary geotechnical engineering conclusions and recommendations related to preparation of the project's Type, Size, and Location Report. • Obtained public and private utility clearances prior to performing field explorations. • Characterized subsurface soil and groundwater conditions along the existing bridge corridor and the South 124th Street corridor by advancing four exploratory borings at or near proposed bridge foundation locations. • Collected representative soil samples from the exploratory borings. • Completed a geotechnical laboratory testing program consisting of natural moisture content, grain size, and Atterberg Limits determinations on selected soil samples to aid in classifying site soils. • Evaluated the information collected as part of the data review and field investigation program to develop preliminary geotechnical engineering conclusions and recommendations related to the preliminary design (i.e., 30 percent design) of the proposed replacement bridge. • Prepared a written report, summarizing the findings of the field investigation and providing preliminary geotechnical design recommendations for the project. The report includes: — A site plan showing the locations of the exploratory borings completed for the project. — Summary logs of the subsurface conditions observed in the exploratory borings. - A discussion of the near -surface soil and groundwater conditions observed along the two bridge corridors. - A preliminary qualitative evaluation of the liquefaction and lateral spreading hazards at the two bridge sites. - Seismic design criteria in accordance with the American Association of State Highway and Transportation Officials (AASHTO) LRFD Bridge Design Specifications. - Preliminary geotechnical design recommendations for the preliminary design of deep foundations for the proposed replacement bridge. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 1-2 November 22, 2021 89 267 DRAFT Landau Associates 2.0 SITE CONDITIONS This section discusses the general geologic setting of the project area and describes the surface and subsurface conditions observed along the existing bridge and the South 124th Street bridge corridors at the time of LAI's field investigation. Interpretations of site conditions are based on the results of LAI's geologic review, site reconnaissance, and subsurface explorations. 2.1 Geologic Setting General geologic information for the project area was obtained from the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington (Booth and Waldron 2004). The project area is mapped as being underlain by alluvium. Booth and Waldron describe alluvium as moderately well sorted deposits of cobble gravel, pebbly sand, and sandy silt that is found along the floodplains of the Duwamish River. Glacial till, ice contact, and advance outwash deposits are also mapped in the vicinity of the project area. Glacial till typically consists of a heterogeneous, non -sorted mixture of sub -rounded boulders, cobbles, gravel, and sand in a matrix of silt and clay. The heterogeneous nature of the glacial till is a result of it being mixed and transported before being deposited, overridden, and compacted by the weight of an advancing glacier. 2.2 Surface Conditions The following sections describe the surface conditions in the vicinity of the existing bridge corridor and the South 124th Street corridor during LAI's field investigation. 2.2.1 Existing Bridge Corridor On the south side of the Duwamish River, the project area is currently developed with hardscape (impervious, asphalt concrete pavement) associated with King County's Green River Trail, which passes beneath the existing bridge; overhead utilities; and landscaped areas (deciduous trees and grass) between Interurban Avenue South and the Green River Trail. Blackberry bushes and deciduous trees line the riverbank near the existing bridge landing. The site slopes towards the Duwamish River at variable grades, and a retaining wall of variable height passes beneath the existing bridge along the south edge of the Green River Trail. On the north side of the Duwamish River, the project site is developed with hardscape (impervious, asphalt concrete pavement) and landscaping (deciduous trees and grass) associated with the Tukwila Community Center and the King County Duwamish River Siphon. The site slopes toward the Duwamish River at variable grades, and blackberry bushes and deciduous trees line the riverbank. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 2-3 November 22, 2021 90 268 DRAFT Landau Associates 2.2.2 South 124th Street Corridor On the east side of the Duwamish River, the project site is developed with hardscape (impervious, asphalt concrete pavement), overhead utilities, and signage associated with the 42"d Avenue South and the South 124th Street intersection. The site is generally flat except near the west edge of the intersection where the ground surface slopes down sharply toward the Duwamish River. On the west side of the Duwamish River, the project site is generally developed with hardscape (impervious asphalt concrete pavement) associated with the Green River Trail, overhead utility lines along the east side of the trail, and landscaping that runs along the west side of the trail. Deciduous trees and blackberry bushes exist along the east side of the trail where the site slopes down toward the Duwamish River. 2.3 Subsurface Soil Conditions The following sections present the subsurface conditions observed along the proposed existing bridge corridor and along the alternative South 124th Street corridor bridge alignment. The approximate locations of the borings described herein are shown on Figure 2. Additional information about LAI's field exploration program, including summary exploration logs, is provided in Appendix A. A discussion of LAI's geotechnical laboratory testing program and laboratory data are presented in Appendix B. 2.3.1 Existing Bridge Corridor Based on LAI's field observations, the soils/rock observed in the exploratory borings that were advanced along the existing bridge corridor (borings B-1 and B-2) were classified into the following geologic units: • Alluvium: This unit was generally observed to consist of black and mottled orange, brown to brownish tan, and gray, very loose to medium dense sand with varying amounts of silt and clay and with trace organics and gravel, and very soft to medium stiff silt with varying amounts of sand and trace organics. This unit was observed to extend from approximately 0 to 50 ft below ground surface (bgs) and 0 to 25 ft bgs in borings B-1 and B-2, respectively. • Glacial Till: This unit was generally observed to consist of gray to greenish gray, dense to very dense sand with varying amounts of gravel, silt, cobbles, and boulders; and gray, hard silt with varying amounts of sand, gravel, cobbles, and boulders. This unit was observed to extend to the maximum depth of boring B-1 (90.3 ft bgs) and to a depth of about 74 ft bgs at the location of boring B-2. • Bedrock: This unit was observed to consist of grayish black siltstone and was observed at approximately 74 ft bgs in boring B-2. LAI did not observe this unit in boring B-1. LAI was able to sample only the upper 6 inches of this unit. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42"d Avenue South Bridge Replacement 2-4 November 22, 2021 91 269 DRAFT Landau Associates 2.3.2 South 124th Street Corridor Based on LAI's field observations, the soils observed in the exploratory borings that were advanced along the South 124th Street corridor (borings B-3 and B-4) were classified into the following geologic units: • Alluvium: This unit was generally observed to consist of tan to blackish gray and blackish brown, very loose to medium dense sand with varying amounts of silt and peat lenses; and gray, very soft to hard silt. This unit was observed to extend from approximately 0 to 73 ft bgs and 0 to 20 ft bgs in borings B-3 and 13-4, respectively. • Glacial Till: This unit was generally observed to consist of gray very dense sand with varying amounts of silt and trace gravel. At the location of boring B-3 between the depths of about 73 to 80 ft bgs, the till was observed to consist of tannish iron -stained, gravelly, silty, dense, fine to medium sand. The lower portion of the till unit was generally observed to consist of gray, bluish gray, tan, greenish gray, very dense sand with varying amounts of gravel and trace silt; and dark gray, hard silt with varying amounts of sand and gravel. This unit was observed to extend to the maximum depths of borings B-3 (90.5 ft bgs) and B-4 (60.5 ft bgs). 2.4 Groundwater Conditions Use of the mud rotary drilling method precluded measurement of site groundwater levels. However, the water level observed within the adjacent Duwamish River suggests that groundwater elevations could be approximately 6 to 15 ft bgs at the existing bridge corridor explorations and approximately 20 ft bgs at the South 124th Street corridor explorations at the time of drilling. Groundwater conditions will vary depending on local subsurface conditions, weather conditions, the level of the Duwamish River, tidal fluctuations, and other factors. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 2-5 November 22, 2021 92 270 DRAFT Landau Associates 3.0 CONCLUSIONS AND RECOMMENDATIONS Based on the results of the field exploration, preliminary engineering analyses performed, and review of existing data, it is LAI's opinion that subsurface conditions along the proposed existing bridge corridor are suitable for the proposed construction, provided the recommendations contained herein, and in subsequent design -level geotechnical documents, are incorporated into the project design. The following sections present preliminary geotechnical conclusions and recommendations related to seismic design considerations and foundation support for the proposed replacement bridge. 3.1 Seismic Design Considerations The Pacific Northwest is seismically active, and the project area could be subject to ground shaking from a moderate to major earthquake. Consequently, earthquake shaking should be anticipated during the design life of the proposed improvements, and the proposed improvements should be designed to resist earthquake loading using appropriate design methodology. To estimate lateral forces on project components, LAI recommends the seismic design parameters presented in Table 1. These parameters were obtained from the United States Geological Survey (USGS; accessed January 2021) seismic design maps for a seismic event with a 7 -percent probability of exceedance in a 75 -year period, consistent with the AASHTO LRFD Bridge Design Specifications (2020). Table 1. Recommended Seismic Design Parameters Location Site Class Peak Ground Acceleration (PGA) (g) s, 51 (g) (g) Fa F„ FPGA (--) (--) (--) B-1 through B-4 E 0.456 1.01 0.338 0.9 2.648 0.9 Fa, F" = site coefficients for short -period (0.2 -second period) and long -period (1.0 -second period) ranges of acceleration spectrum, respectively. FPGA = peak ground acceleration coefficient g = acceleration due to gravity PGA = peak ground acceleration Ss, S1= 0.2 -second and 1.0 -second period spectral accelerations, respectively 3.1.1 Liquefaction Liquefaction is a phenomenon where strong ground motions temporarily cause soils to lose strength and behave like a liquid. Liquefaction is generally limited to granular soils or non -plastic silts located below the water table that are in a relatively loose, unconsolidated condition at the time of a large, nearby earthquake. Near -surface soils at the project site were generally observed to be in a relatively loose condition; however, no groundwater was directly observed in the exploration due to the method that was used to advance the borehole. For preliminary design purposes, LAI assumed a groundwater elevation of 12 -ft NAVD88 (North American Vertical Datum of 1988). In general, Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 3-1 November 22, 2021 93 271 DRAFT Landau Associates subsurface conditions on the east side of the Duwamish River were observed to be relatively poorer. Preliminary estimates of depths to non -liquefiable soils are presented in Table 2. Table 2. Estimated Depth to Non -Liquefiable Soils Location Boring Depth to Non -Liquefiable Soils (ft bgs) Existing Bridge Corridor B-1 50 Existing Bridge Corridor B-2 25 South 124th Street Bridge Corridor B-3 70 South 124th Street Bridge Corridor B-4 20 ft = feet bgs = below ground surface 3.1.2 Lateral Spreading Lateral spreading typically occurs during soil liquefaction in the presence of sloping ground or a free face. It is LAI's opinion that slopes along the proposed bridge alignments could experience lateral spreading during a design seismic event. Preliminary recommendations regarding lateral spreading loads on drilled shaft foundations are presented in Section 3.2.1.1. 3.2 Preliminary Bridge Foundation Design The following sections provide preliminary geotechnical recommendations related to preliminary design of the foundation for the proposed replacement bridge. The seismic parameters presented in Section 3.1 of this report are applicable to the preliminary design of the bridge. LAI recommends that the preliminary recommendations presented herein be updated as necessary during development of the project design. 3.2.1 Drilled Shaft Lateral Foundation Capacity A computer program, such as Ensoft's LPILE program, can be used to calculate the lateral capacity of the foundations that will be used to support the proposed replacement bridge. LPILE uses lateral soil reaction (p) and lateral deflection (y) curves generalized from field load tests and soil input properties to approximate lateral pile deflections and moments. Preliminary recommended LPILE input parameters for the onsite soils in non -liquefied conditions at the locations of borings B-1 through B-4 are presented in Table 3. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 3-2 November 22, 2021 94 272 DRAFT Landau Associates Table 3. Preliminary Recommended Soil Parameters for LPILE Input, Non -Liquefied Condition Location Depth Below Existing Grade (ft) Effective Unit Weight (pci) Friction Angle (degrees) Undrained Shear Strength (psi) Soil Modulus K (pci) Soil Strain E5 Soil Model B-1 0 to 6 6 to 50 >50 0.061 0.025 0.042 30 30 38 - 25 - 20 - 125 - Sand (Reese) - Sand (Reese) - Sand (Reese) 0 to 25 0.025 27 - 20 - Sand (Reese) B-2 >25 0.042 38 - 125 - Sand (Reese) 0 to 12 0.057 28 - 25 - Sand (Reese) 12 to 70 0.022 28 - 20 - Sand (Reese) B-3 70 to 80 0.033 36 - 60 - Sand (Reese) >80 0.042 38 - 125 - Sand (Reese) 0 to 18 0.061 28 - 25 - Sand (Reese) B-4 18 to 20 0.025 28 - 20 - Sand (Reese) >20 0.042 38 - 125 - Sand (Reese) €50 = strain at 50 percent stress level ft = foot/feet pci = pounds per cubic inch psi = pounds per square inch The recommended parameters assume a single shaft without group effects. Groups of shafts will have less lateral resistance than the sum of the single pile resistances due to soil structure interaction among closely spaced shafts. Consequently, the lateral load response of shafts in groups should be modified to account for this group effect. When the P -y method of analysis is used, this can be accomplished by multiplying the values of P by the P multipliers presented in Article 10.7.2.4 of the LRFD Bridge Design Specifications (AASHTO 2020). The minimum center -to -center pile spacing presented in the AASHTO 2020 LRFD Bridge Design Specifications is 3D (where D is the shaft diameter); however, Section 8.12.2.3 of the Washington State Department of Transportation (WSDOT) Geotechnical Design Manual (2021) provides guidance on how to account for the shading effect when the center -to -center pile spacing is between 2D and 3D. To account for the effect of liquefied soils due to a design -level seismic event, LAI preliminarily recommends assuming no lateral resistance for soils at depths less than those presented in Table 2. 3.2.1.1 Lateral Spreading Based on the results of LAI's field investigation, drilled shafts located along either of the proposed alignments may be subject to lateral loading as a result of liquefaction -induced lateral spreading Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 3-3 November 22, 2021 95 273 DRAFT Landau Associates during a design -level seismic event. The magnitude of lateral spreading loads at each location will largely be a function of the thickness of the non -liquefied "crust" above the groundwater table. As noted previously, LAI has preliminarily assumed a groundwater elevation of 12 -ft NAVD88 in liquefaction analyses. A higher groundwater table would result in a lower magnitude of lateral spreading loads, whereas a lower groundwater -table elevation would result in a higher magnitude. Lateral spreading loads are anticipated to be greatest in areas where the ground surface elevation adjacent to the drilled shaft foundation is the highest. Because of this, it may be possible to limit the magnitude of lateral spreading loads by locating the drilled shaft foundations at locations where the ground surface elevation is the lowest. Detailed lateral spreading analyses will be performed in subsequent phases of the project. 3.2.2 Drilled Shafts Axial Capacity Preliminary recommendations for drilled shafts were developed in accordance with the LRFD Bridge Design Specifications (AASHTO 2020). LAI recommends minimum shaft embedment depths equal to one shaft diameter greater than the depths presented in Table 2. For preliminary planning purposes, drilled shafts should be assumed to have no axial capacity between the ground surface and the depths presented in Table 2. Below those depths, the preliminary nominal axial resistance of a single, 8- and 10 -ft diameter drilled shaft can be preliminarily assumed to be equal to those presented in Table 4. Table 4. Preliminary Drilled Shaft Axial Capacities Service Limit State Resistance Strength/Extreme Limit State Resistance Shaft Diameter End Bearing (kips) 8 ft 700 10 ft 865 Skin Friction (kips/ft) 65 80 End Bearing 2.400 3,770 Skin Friction (kips/ft) 68 85 kips = kilopounds kips/ft = kilopounds per foot Note: 1) Preliminary resistances presented herein are valid only for depths greater than those presented in Table 2. Drilled shafts should be preliminarily assumed to have no axial resistance at depths less than those presented in Table 2. The preliminary axial resistances presented in Table 4 assume no permanent casing is used. If the shafts are constructed using permanent casing, the axial resistances should be multiplied by a factor of 0.7. Service limit state nominal capacities were developed assuming 1 inch of allowable settlement. Resistance factors applicable to the Service, Strength 1, and Extreme 1 limit states are presented in Table 5. Where the resistance factors are applied to a single shaft supporting a bridge pier (i.e., a non -redundant shaft), the recommended resistance factors should be reduced by 20 percent. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 3-4 November 22, 2021 96 274 DRAFT Landau Associates Table 5. Recommended Resistance Factors for Drilled Shaft Design Loading Service Limit Strength Limit Extreme Limit Compression 1.0 Uplift 0.55 (side friction) 0.50 (end -bearing) 1.0 0.45 (side friction) 1.0 0.8 For preliminary planning purposes, drilled shaft nominal uplift resistances could be taken as equal to the nominal shaft friction capacities presented in Table 4. 3.2.2.1 Downdrag Loads As previously noted, some soils in the vicinity of the drilled shafts that are being considered for foundation support for the replacement bridge are potentially liquefiable. It is estimated that the magnitude of liquefaction -induced settlement as a result of the design earthquake could be great enough [i.e., greater than 0.4 inch per the WSDOT Geotechnical Design Manual (2021)] that downdrag loads on the shafts could fully develop. Consequently, downdrag loads resulting from potential liquefaction induced settlement should be applied at the Extreme 1 limit state as described below. Downdrag loads at the Extreme 1 limit state for each drilled shaft can be preliminarily taken as equal to those presented in Table 6. Section 2.3 of this report describes the soil profile that is anticipated at each bridge pier location. The downdrag loads assume no permanent casing will be used to construct the shafts. If the shafts are constructed using permanent casing, the downdrag loads presented in Table 6 should be multiplied by a factor of 0.7. Table 6. Preliminary Recommended Seismic Downdrag Loads for Extreme 1 Limit State Location Boring Shaft Diameter (ft) Downdrag Load on Drilled Shaft (kips) B-1 Existing Bridge Corridor B-2 B-3 South 124th Street Corridor B-4 ft = feet 8 225 10 280 8 50 10 65 8 340 10 420 8 235 10 290 Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 3-5 November 22, 2021 97 275 DRAFT Landau Associates 3.2.2.2 Group Interaction Effect If it is necessary to place drilled shafts in groups with a center -to -center spacing of less than 3D (where D is the shaft diameter), then an axial group reduction factor will need to be incorporated into the design of the shaft. Table 7 presents recommended axial group reduction factors. Table 7. Recommended Axial Group Reduction Factors No. of Rows in Group Shaft Spacing (Center to Center) Group Reduction Factor Single Multiple D = shaft diameter 2D 0.9 3D or greater 1 2.5D 0.67 3D 0.8 4D or greater 1 Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 3-6 November 22, 2021 98 276 DRAFT Landau Associates 4.0 DESIGN PHASE GEOTECHNICAL SERVICES Per Section 8.2.1 of the WSDOT Geotechnical Design Manual (WSDOT 2021), it is especially critical that groundwater conditions be well defined at the location of each drilled shaft. Following final determination of drilled shaft locations, LAI recommends that additional borings be conducted at each of the shaft locations. Piezometers should be installed in each boring to adequately define the limits and piezometric head in all unconfined, confined, and locally perched groundwater zones. Information from the supplemental field exploration program should then be analyzed by a geotechnical engineer, and geotechnical engineering conclusions and recommendations should be developed to support final design of the project. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 4-7 November 22, 2021 99 277 DRAFT Landau Associates 5.0 USE OF THIS REPORT Landau Associates has prepared this report for the exclusive use of TranTech Engineering, LLC and the City of Tukwila for specific application to the preliminary design of the 42nd Avenue South Bridge Replacement Project in Tukwila, Washington. No other party is entitled to rely on the information, conclusions, and recommendations included in this document without the express written consent of Landau Associates. Reuse of the information, conclusions, and recommendations provided herein for extensions of the project or for any other project, without review and authorization by Landau Associates, shall be at the user's sole risk. Landau Associates warrants that, within the limitations of scope, schedule, and budget, its services have been provided in a manner consistent with that level of skill and care ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions as this project. Landau Associates makes no other warranty, either express or implied. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 5-1 November 22, 2021 100 278 DRAFT Landau Associates 6.0 REFERENCES AASHTO. 2020. LRFD Bridge Design Specifications. 9th Edition. American Association of State Highway and Transportation Officials. Booth, D.B., Waldron, H.H., 2004. Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington. United States Department of the Interior. US Geological Survey. November 30. USGS. 2020. 2008 Interactive Deaggregations. US Geological Survey. Accessed January 2021. Available online at: https://earthquake.usgs.gov/hazards/designmaps/ WSDOT. 2021. M 46-03: Geotechnical Design Manual. Washington State Department of Transportation. July 1. Preliminary Geotechnical Engineering Report 1790003.010.011 City of Tukwila 42nd Avenue South Bridge Replacement 6-1 November 22, 2021 101 279 S F 47d S X 6G,% c46 S t . O ,.d, ,,01" °'i •5 N, S Rainier Golf and Country Club / 112Th S t a 00 0- d m Park Southern Heights S 124Th w Riverton -Boulevard S 128Th St S 136Th St a) L F eu N 44aJ S 1 S4Th S t y6 S1 IALANDAU ASSOCIATES 280 0 C9 gi 3 L Y N ai ar > / in J N Boeing Rd c s�yar m go Rainier Beach Lake Washington 167 de P^441 f eP Allentown so„, f Riverton Heights ail 0.5 1 Miles Data Source: Esri 2012 Project Location 181 Everett Seattle Spokane. 11 Tukwila P Tacoma Olympia Washington 42nd Avenue South Bridge Replacement Tukwila, Washington Vicinity Map Figure 1 102 Landau Associates I G:\Projects\1790\003\010\011\F02SiteExplorationPlan.dwg I 1/21/2021 10:34 AM I ezick Legend B-1 S Boring Location and Designation 14 LANDAU ASSOCIATES 0 100 200 Scale in Feet Note 1. Black and white reproduction of this color original may reduce its effectiveness and lead to incorrect interpretation. 2. 1 -foot contour elevations (NAVD88, feet). Source: Bing Imagery, 2021; 1 -Alliance, 2021 42nd Avenue South Bridge Replacement Tukwila, Washington Site and Exploration Plan Figure 2 103 281 282 APPENDIX A Field Explorations 104 283 APPENDIX A FIELD EXPLORATIONS Subsurface conditions along the two, alternative bridge alignments were explored by Landau Associates, Inc. (LAI) by advancing and sampling four exploratory borings (B-1 through B-4) between December 21, 2020 and December 24, 2020. The approximate locations of LAI's explorations are shown on Figure 2. Two of the borings (B-1 and B-2) were advanced approximately 90.3 and 74.5 feet (ft) below ground surface (bgs) adjacent to the existing bridge alignment, and two borings (B-2 and B-4) were advanced approximately 90.5 and 60.5 ft bgs along the alternative South 124th Street Bridge alignment. Under subcontract to LAI, the exploratory borings were advanced by Holocene Drilling, Inc. of Puyallup, Washington using the mud rotary drilling technique. The field exploration program was coordinated and monitored by LAI personnel who also obtained representative soil samples, maintained a detailed record of the observed subsurface soil and groundwater conditions, and described the soil encountered by visual and textural examination. Each representative soil type observed in the explorations was described using the soil classification system shown on Figure A-1, in general accordance with ASTM International standard test method D2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure). The exploration logs are presented on Figures A-2 through A-5. These logs represent LAI's interpretation of subsurface conditions identified during the field exploration program. The stratigraphic contacts shown on the summary logs represent the approximate boundaries between soil types; actual transitions may be more gradual. The soil and groundwater conditions depicted are only for the specific dates and locations reported and, therefore, are not necessarily representative of other locations and times. A further discussion of soil and groundwater conditions is provided in the main text of this report. Disturbed samples of soil encountered in the exploratory borings were obtained at select intervals using a 1.5 -inch inside -diameter split -spoon sampler. The sampler was driven up to 18 inches into the undisturbed soil ahead of the drill bit with a 140 -lb hammer falling a distance of approximately 30 inches. The number of blows required to drive the sampler for the final 12 inches of soil penetration, or a portion thereof, is noted on the boring log, adjacent to the appropriate sample notation. Samples collected in this manner were taken to LAI's laboratory for further examination and testing. A discussion of laboratory test procedures and the laboratory test results are presented in Appendix B. Upon completion of drilling and sampling, the boreholes were decommissioned in general accordance with the requirements of Washington Administrative Code 173-160. 105 284 Soil Classification System USCS MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL11> DESCRIPTIONS 12>(3) COARSE-GRAINED SOIL (More than 50% of material is larger than No. 200 sieve size) GRAVEL AND CLEAN GRAVEL o ° o °! o GW Well-graded gravel; gravel/sand mixture(s); little or no fines GRAVELLY SOIL or no fines) 3 0 o u o u o o tr GP Poorly graded gravel; gravel/sand mixture(s); little or no fines (More than 50% of fraction GRAVEL WITH FINES ' i ` ) GM Silty gravel; gravel/sand/silt mixture(s) coarse retained on No. 4 sieve) (Appreciable amount of fines) , s GC Clayey gravel; gravel/sand/clay mixture(s) SAND AND CLEAN SAND SW Well-graded sand; gravelly sand; little or no fines SANDY SOIL (Little or no fines) SP Poorly graded sand; gravelly sand; little or no fines (More than 50% of coarse fraction passed SAND WITH FINES ` I SM Silty sand; sand/silt mixtures) through No. 4 sieve) (Appreciable amount of fines) /1 / SC Clayey sand; sand/clay mixture(s) FINE-GRAINED SOIL (More than 50% of material is smaller than No. 200 sieve size) SILT AND CLAY I I( M Inorganic silt and very.fine sand; rock flour; silty or clayey fine sand or clayey silt wh slightlasticity /l CLL Inorganic clay of low to medium plasticity; gravelly clay; sandy clay; silty clay; lean clay (Liquid limit less than 50) OL Organic silt; organic, silty clay of low plasticity SILT AND CLAY M H Inorganic silt; micaceous or diatomaceous fine sand CH Inorganic clay of high plasticity; fat clay (Liquid limit greater than 50) 4 OHii) Organic clay of medium to high plasticity; organic silt HIGHLY ORGANIC SOILPT Peat; humus; swamp soil with high organic content OTHER MATERIALS GRAPHIC LETTER SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT :1::' ,AC or PC Asphalt concrete pavement or Portland cement pavement ROCK \a RK Rock (See Rock Classification) WOOD �d./.✓w/�F AA WD Wood, lumber, wood chips DEBRIS 0/0/0/ DB Construction debris, garbage Notes: 1. USCS letter symbols correspond to symbols used by the Unified Soil Classification System and ASTM classification methods. Dual letter symbols (e.g., SP-SM for sand or gravel) indicate soil with an estimated 5-15% fines. Multiple letter symbols (e.g., MUCL) indicate borderline or multiple soil classifications. 2. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes, as outlined in ASTM D 2487. 3. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as follows: Primary Constituent: > 50% - "GRAVEL," "SAND," "SILT," "CLAY," etc. Secondary Constituents: > 30% and < 50% - "very gravelly," "very sandy," "very silty," etc. > 15% and < 30% - "gravelly," "sandy," "silty," etc. Additional Constituents: > 5% and < 15% - "with gravel," "with sand," "with silt," etc. < 5% - "with trace gravel," "with trace sand," "with trace silt," etc., or not noted. 4. Soil density or consistency descriptions are based on judgement using a combination of sampler penetration blow counts, drilling or excavating conditions, field tests, and laboratory tests, as appropriate. Drilling and Sampling Key SAMPLER TYPE SAMPLE NUMBER & INTERVAL Field and Lab Test Data Code Description a 3.25-inch O.D., 2.42-inch I.D. Split Spoon b 2.00-inch O.D., 1.50-inch I.D. Split Spoon Code Description PP = 1.0 Pocket Penetrometer, tsf TV = 0.5 Torvane, tsf c Shelby Tube d Grab Sample e Single-Tube Core Barrel f Double-Tube Core Barrel g 2.50-inch O.D., 2.00-inch I.D. WSDOT h 3.00-inch O.D., 2.375-inch I.D. Mod. California i Other - See text if applicable 1 300-lb Hammer, 30-inch Drop Sample ,- Identification Number Recovery Depth Interval Sample Depth Interval Portion of Sample Retained for Archive or Analysis PID = 100 Photoionization Detector VOC screening, ppm W = 10 Moisture Content, % D = 120 Dry Density, pcf 200 = 60 Material smaller than No. 200 sieve, GS Grain Size - See separate figure for data AL Atterberg Limits - See separate figure for data GT Other Geotechnical Testing CA Chemical Analysis 2 140-lb Hammer, 30-inch Drop Groundwater 3 Pushed 4 Vibrocore (Rotosonic/Geoprobe) 5 Other - See text if applicable a Approximate water level at time of drilling (ATD) 1 Approximate water level at time after drilling/excavation/well IALAIVDAU ASSOCIATES 42nd Avenue South Bridge Replacement Tukwila, Washington Soil Classification System and Key Figure /� _1 /`� I 106 285 1790003.01 11/19/21 N:\PROJECTS\ 1790003.010.011.GPJ SOIL BORING LOG WITH GRAPH B-1 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE 0. a) O — 0 — 5 — 10 — 15 — 20 — 25 — 30 286 a`) .Q 0 C zT, o a) •a)aa) > E c w (nets a) a I- a`) a E as O LL 3 0 m Graphic Symbol S -211 S-3 -I S-5 S-6 I S -711 S-8 11 b2 b2 b2 b2 b2 b2 b2 b2 5 2 4 3 0 10 4 9 W = 20 W = 24 GS W = 21 W = 26 GS W = 26 W = 25 GS W = 22 USCS Symbol Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date. 12/24/20 Groundwater Moisture Content (%) Plastic Liquid Limit 1—*—1 Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 SM I SP Brown, very silty, fine to medium SAND with trace organics (loose, moist) (ALLUVIUM) -Becomes very loose Tannish -brown, very silty, fine SAND (very loose, moist) -No recovery Black and mottled orange, fine to medium SAND with trace silt (loose, moist) -Becomes moist to wet -Grades to fine to medium -Grades to with trace gravel Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. LANDAU ASSOCIATES 0 a) 0 a) m o 0 0 � Cl) o m z a 0 0 A • A 1 A A • X • X • • A 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-1 Figure A-2 (1 of 3) 107 a- 1.GPJ SOIL BORING LOG W 0 0 0 0 0 0 rn r` 21 N:\PROJEC 0 M B-1 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE 0. a) 0 — 35 — 40 — 45 — 50 — 55 — 60 If) .0 0 C zTo O a) •a)aa) > E c w ea ett a. 0. I- a`) a E as 0 17) LL 0 m as is 0 a) I— raphic Symbol n E co 0 Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date. 12/24/20 Groundwater Moisture Content (%) Plastic Liquid Limit I� I Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 S-9 S-10 S-11 S-12 S-13 S-14 1 S-15 b2 b2 b2 b2 b2 b2 12 0 42 50/ 6" 74 W = 24 GS W = 20 W = 13 W = 12 GS SP Black and mottled orange, fine to medium SAND with trace silt (loose, moist) -Grades to without gravel -Becomes medium dense -No recovery SM Gray, gravelly, silty, fine to medium SAND with cobbles and boulders (dense to very dense, moist) (GLACIAL TILL) -Grades to with gravel Notes: 1. Stratigraphic contacts are based on fie d interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. LANDAU ASSOCIATES o a) 0 - -o a> 0 0 O� m— z - - -o — 0 O • A• • X A 501 6"A 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-1 Figure A-2 (2 of 3) 108 287 a 1.GPJ SOIL BORING LOG W 0 0 M 21 N:\PROJECTS\17 0 M B-1 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE c O . a� 0 — 65 — 70 — 75 — 80 — 85 — 90 288 a`5 .Q a a z0 0a) .a) a0 > E c w (n ats a) 0. IT a`) 0. E as 0 LL 17) 0 m 0 .0 E U 0 E 0 Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date' 12/24/20 Groundwater Moisture Content (%) Plastic Liquid Limit I� I Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 S-161 S-171 S-181. S-191 S-201 b2 b2 b2 b2 b2 52 50/ 5" 50/ 5" 82 50/ 4" S-21 1 b2 4„ J W= 7 Boring Completed 12/24/20 Total Depth of Boring = 90.3 ft. SM ML Gray, gravelly, silty, fine to medium SAND with cobbles and boulders (dense to very dense, moist) (GLACIAL TILL) -Grades to gravelly -Grades to very silty Gray, very sandy SILT with trace gravel (hard, moist) Greenish gray, gravelly, silty SAND (very \dense, moist) Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. LANDAU ASSOCIATES a O2 o m– z –ts 3 — 0 CO A 50/ 5"- 50/ 5A A –It • 501- 4"A 50/ 4".a 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-1 Figure A-2 (3 of 3) 109 1790003.01 11/19/21 N:\PROJECTS\ 1790003.010.011.GPJ SOIL BORING LOG WITH GRAPH B-2 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE 0. a) O — 0 — 5 — 10 — - 15 — 20 — - 25 — 30 a`) .Q 0 C zT, o a) •a) aa) > E c w (not a) a I- a`) a E as O LL 3 0 m Graphic Symbol S-1 b2 S-2111 b2 S-3 b2 S-4 b2 S-51 S -611 S-7 =] S-8 b2 b2 b2 b2 2 20 5 6 7 0 65 50/ 6" W = 42 AL W =2 W = 22 W = 13 GS FI USCS Symbol Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date. 12/21/20 Groundwater Moisture Content (%) Plastic Liquid Limit 1—*—1 Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 ML GM ML Brown, SILT with sand, boulders, and trace organics (very soft, moist) (ALLUVIUM) -Boulder -No recovery -Becomes soft Gray, SILT with sand and trace organics (medium stiff, moist) Gray, clayey, silty SAND with organics (shells) (very loose, moist to wet) Gray, silty, very sandy, fine to coarse GRAVEL (very dense, moist) (GLACIAL TILL) Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Lik LANDAU ASSOCIATES 0 a) 0 -0 Z 0 0 � Cl) m z m2i 3 0 C 0 0 A H i OX .50/. 6"A 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-2 Figure A-3 (1 of 3) 110 289 a- 1.GPJ SOIL BORING LOG W 0 0 0 O 0 0 rn r` 21 N:\PROJEC 0 M B-2 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE 0. a) 0 — 35 — 40 — 45 — 50 — - 55 — 60 5 .0 0 C zTo O a) •a)aa) > E c w (not a. 0. I- a) a E as 0 17) LL 0 m as is 0 a) I— raphic Symbol n E 0 Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date. 12/21/20 Groundwater Moisture Content (%) Plastic Liquid Limit I� I Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 S-9 S-10 S-11 S-12=] S-13 Z] S-14 b2 b2 b2 b2 b2 b2 88 50/ 6" 50/ 6" 50/ 6" 50/ 4" 50/ 5" W =8 W = 12 GS W = 11 W = 15 ML SM Gray, sandy SILT with trace gravel (hard, moist) Gray, very silty, fine to medoium SAND with gravel (very dense, moist) -Grades to silty, fine to coars SP -Grades to with trace gravel -Grades to gravelly Gray, medium SAND with gravel and trace silt (very dense, moist) Notes: 1. Stratigraphic contacts are based on fie d interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Lik LANDAU ASSOCIATES 290 o a) 0 - -0 a> _ N L —• 0 o om z — m� - -o — 0 O A X 501 6"A 50/. 6"A 50/ . 6..A 50/ 4"A ..50/. 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-2 Figure A-3 (2 of 3) 111 a 1.GPJ SOIL BORING LOG W 0 0 M 21 N:\PROJECTS\17 0 M B-2 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE O . a) 0 — 65 — 70 If) .0 0 O Z m O a) a)0.a) > E 0' w ea ett a. O. I- a`5 a E as 0 LL 0 0 m 0 .0 E T U 0 .0 E co 0 Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date. 12/21/20 Groundwater Moisture Content (%) Plastic Liquid Limit I� I Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 S-15 =E S-16=] S-17 -' b2 b2 b2 50/ 3" 50/ 6" 50/ 6" W =5 W =3 SP j c GP- Dcc GM DCC DCC SCC oCC SCC DCC SCC oCC SCC DCC SCC oCC SCC DCC SCC oCC DCC — 75 Boring Completed 12/2 /20 Total Depth of Boring = 74.5 ft. — 80 — 85 — 90 SLS Gray, medium SAND with gravel and trace silt (very dense, moist) Gray, GRAVEL with sand and silt (very dense, moist) SILTSTONE (very dense, moist) (BEDROCK) Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. LANDAU ASSOCIATES 0 -- a .0 U) _ O2 o m— z.� — w — 3 5 0 O 50/ 50/ VA 50/ 6"A 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-2 Figure A-3 (3 of 3) 112 291 1790003.01 11/19/21 N:\PROJECTS\ 1790003.010.011.GPJ SOIL BORING LOG WITH GRAPH B-3 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE 0. a) O — 0 — 5 — - 10 — - 15 — 20 — - 25 — - 30 292 a`) .Q 0 a z0 O a) •a)aa) > E c w ea ett a. 0. I- a`) a E as 0 LL 0 0 m S-211 S-3 S-5 1 S-611 S-7 1 S-8 I b2 b2 b2 b2 b2 b2 b2 b2 3 3 5 3 4 5 10 18 W = 22 W = 25 W = 29 W = 26 GS W = 26 W = 35 0 .0 E n U U! n a5 0 n Milt AC SM SP Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date. 12/23/20 Groundwater Moisture Content (%) Plastic Liquid Limit I I L 20 40 60 80 imit ♦ SPT N -Value ♦ o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 Asphalt Pavement (6 -inch Thickness) (ASPHALT) Brown, very silty, fine SAND (very loose, moist) (ALLUVIUM) -Becomes loose -Becomes very loose, -Becomes loose and moist to wet -Grades to fine to medium sand Blackish -brown, fine to coarse SAND with trace silt (medium dense, moist to wet) Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. LANDAU ASSOCIATES 0 a) 0 a) m Z o 0 -0Cl)0 o z .� a 0 0 I • • • •X • • 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-3 Figure A-4 (1 of 3) 113 a- 1.GPJ SOIL BORING LOG W 0 0 0 0 0 0 rn r` 21 N:\PROJEC 0 M B-3 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE 0. a) 0 — 35 — 40 — 45 — 50 — 55 — 60 5 .0 0 a z m O a) •a) aa) > E c w ea ett a. 0. IT a`) a E as 0 17) LL 0 m 0 .0 E T 0_ as USCS Symbol Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date. 12/23/20 Groundwater Moisture Content (%) Plastic Liquid Limit I� I Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 S-9 S-10 S-11 S -12A S -12B S-13 S-14 b2 b2 b2 b2 b2 b2 b2 21 14 0 W = 35 AL SP Blackish -brown, fine to coarse SAND with trace silt (medium dense, moist to wet) ML Gray, very sandy SILT (very soft, wet) I -Grades to sandy and blackish -gray W = 38 [SP- Black, fine SAND with silt (medium dense, I SM moist to wet) SM Black, very silty SAND (medium dense, moist to wet) Notes: 1. Stratigraphic contacts are based on fie d interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Lik LANDAU ASSOCIATES o a> 0 - -a – a - o rn w — O� om z – E - -o – C 0 O H • A • 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-3 114 Figure A-4 (2 of 3) 293 a 1.GPJ SOIL BORING LOG W 0 0 M 21 N:\PROJECTS\17 0 M B-3 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE 0. a) 0 — 65 — 70 — 75 — 80 — 85 — 90 If) .0 0 a z m 0 0 L a) a0 > E c w (nets 0 0. I- a`5 a E as 0 LL 0 m 0 .0 E T 0_ .0 E co 0 Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date. 12/23/20 Groundwater Moisture Content (%) Plastic Liquid Limit I� I Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 S-15 I S-16 I S-19 =] b2 b2 b2 b2 b2 0 30 39 74 50/ 6" W = 42 W = 25 AL W = 12 W = 12 SM ML ML SM Black, very silty SAND (medium dense, moist to wet) Gray, sandy SILT (soft, moist to wet) -Becomes very soft Gray, sandy SILT (soft, moist to wet) 4 Blackish -gray, very silty SAND with gravel and organics (shells) (medium dense to dense, moist to wet) SM SP Tannish -orange, gravelly, silty, fine to medium SAND (dense, moist) (GLACIAL TILL) Bluish -gray, fine to coarse SAND with gravel and trace silt (very dense, moist) -Grades to gray with trace gravel S-20 • b26" GS Grades to very gravelly with silt Boring Completed 12/23/20 Total Depth of Boring = 90.5 ft. Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Lik LANDAU ASSOCIATES 294 0 0 - m o rn w - .0 0 - O� z - = ti -D - C o - 0 - • A 50/ 6'.A 50/ 6 A 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-3 Figure A-4 (3 of 3) 115 a - 3.010.011.GPJ SOIL BORING LOG W r, 21 N:\PROJEC 0 M B-4 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE 0. a) 0 — 0 — 10 — 15 — 20 — - 25 — 30 If) .0 0 a Z m O a) a)aa) > E c w ea ett a. 0. IT a`) a E as 0 17) LL 0 m 0 .0 E T 0_ as USCS Symbol Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date. 12/22/20 Groundwater Moisture Content (%) Plastic Liquid Limit I� I Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 S-2 S-3 S -4I S-5 S-6 S-7 b2 b2 b2 b2 b2 b2 b2 0 2 33 50/ 6" W = 12 GS W =9 W = 18 W = 15 GS W = 18 S-8 1 b2 20 W = 13 GS SP- Tan, very gravelly, fine to coarse SAND SM with silt (very loose, moist) (ALLUVIUM) SP- Tan, very gravelly, fine to medium SAND SM with silt and trace organics (very loose, moist) PT Black, fibrous PEAT SP- Tan, fine SAND with silt and trace organics SM (loose, moist) SM Tan, silty, fine SAND with gravel and trace organics (loose, moist) ML Gray mottled, sandy SILT with gravel and trace peat (very stiff, moist) ML Tannish -gray, very sandy SILT with trace gravel (hard, moist) (GLACIAL TILL) SM Gray, very silty, fine SAND with trace gravel (very dense, moist) -Becomes gravelly Notes: 1. Stratigraphic contacts are based on fie d interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. LANDAU ASSOCIATES 0 0 • -A • X • A 50/. 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-4 Figure A-5 (1 of 2) 116 295 x a- 1.GPJ SOIL BORING LOG W 0 0 0 O 0 0 rn r` 21 N:\PROJEC 0 M B-4 LAI Project No: 1790003.010 SAMPLE DATA SOIL PROFILE 0. a) 0 — 35 — 40 — 45 — 50 — - 55 — 60 If) .Q c C zT, O a) .a) a a) >E c w (n ats a) a IT a`) 0. E as 0 LL 17) 0 m as is 0 a) I— raphic Symbol USCS Symbol Drilling Method. Mud Rotary Ground Elevation (ft). Not Determined Logged By: BCS Date' 12/22/20 Groundwater Moisture Content (%) Plastic Liquid Limit I� I Limit 20 40 60 80 A SPT N -Value A o Non -Standard N -Value 20 40 60 80 X Fines Content (%) X 20 40 60 80 S-9 S-10 S-11 S -12A S -12B S-13 S-14 b2 b2 b2 b2 b2 b2 50/ 6" 50/ 6" 61 80 80 50/ 6" W = 22 W = 13 W = 15 AL Boring Completed 12/22/20 Total Depth of Boring = 60.5 ft. SM Gray, very silty, fine SAND with trace gravel (very dense, moist) SW Greenish -gray, fine to medium SAND wit SP gravel (very dense, moist) Tan, fine to medium SAND (very dense, moist) ML SP Greenish -gray, sandy SILT with gravel (hard, moist) Tan, fine to medium SAND (very dense, moist) ML Dark gray, sandy SILT with gravel (hard, moist) 0 CO • 501_ 6"A 50/_ 6"A A • A 50/ Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Lik LANDAU ASSOCIATES 296 42nd Avenue South Bridge Replacement Tukwila, Washington Log of Boring B-4 Figure A-5 (2 of 2) 117 APPENDIX B Laboratory Soil Testing 118 297 APPENDIX B LABORATORY SOIL TESTING Soil samples obtained from the exploratory borings were taken to LAI's laboratory for further examination and testing. Laboratory tests were performed on representative soil samples to characterize certain engineering and index properties of the soils along the two, alternative bridge alignments. Testing was performed in accordance with the ASTM International (ASTM) standard test procedures noted below. Natural Moisture Content The natural moisture contents of select soil samples were determined in general accordance with ASTM D2216 test procedures. The results of the moisture content determinations are indicated adjacent to the corresponding samples on the summary boring logs in Appendix A. Atterberg Limits Determination The liquid limit (LL), plastic limit (PL), and plasticity index (PI) of select soil samples were determined in general accordance with ASTM D4318 test procedures. The tests were conducted on fine-grained soil samples to facilitate soil classification and estimation of certain engineering properties. Test results are summarized on Figure B-1. Grain Size Analysis Grain size analyses were conducted on select soil samples in general accordance with ASTM D422 test procedures. Samples selected for grain size analysis are designated with a "GS" in the "Test Data" column on the summary boring logs in Appendix A. The test results are presented on Figures B-2 through B-4. 119 298 w O H 0 U) w co uJ Lu H a O 0 U) F O Lu O 0_ a z O 0 0 0 m IA Plasticity Index (PI) N 0) A Ul 6) O O O O O O O CL CH ML • or OL MH or OH CL -ML v *i 0 10 20 30 40 50 60 70 80 90 100 110 Liquid Limit (LL) WI ATTERBERG LIMIT TEST RESULTS ir Symbol Exploration Number Sample Number Depth (ft) Liquid Limit (%) Plastic Limit (%) Plasticity Index (%) Natural Moisture (%) Soil Description Unified Soil Classification • B-2 S-1 2.5 34 32 2 42 SILT ML X B-3 S-11 45.0 23 26 NP 35 Very sandy SILT ML A B-3 S-16 65.0 26 21 5 25 Clayey SILT CL -ML * B-4 S-14 60.0 21 19 2 15 SILT ML ASTM D 4318 Test LANDAU ASSOCIATES Method 42nd Avenue South Bridge Replacement Tukwila, Washington Plasticity Chart Figure B-1 120 299 1790003.01 11/19/21 N:\PROJECTS\1790003.010.011.GPJ GRAIN SIZE FIGURE a) E O 2 U.S. Sieve Numbers U.S. Sieve Opening in Inches co m roM d 0 0) C o (0 o0 t 1La5iaM i(q Jauid 1uaaaad O O O O cO C•1 O O O O O O O -o C co VJ O C LL E a) 2 N N U U) CO N N (6 O U a) .Q Q O U Unified Soil Classification SM SM SP SP SM Soil Description Very silty, fine to medium SAND Very silty, fine SAND Fine to medium SAND Fine to medium SAND Gravelly, silty, fine to medium SAND Natural Moisture (%) N N N N O O O O Q .-- O O Ln Ln Ln N In .— N CO 10 Sample Number N S-4 N- O) M C) 6 6 6 Exploration Number 0 E • B 1 -K O Cn N 2 L LL CO Grain Size Distribution L c C 0) UC O C C Ln C • Q> a) a -o -o N j d' m H 300 1'4 4 1790003.01 11/19/21 N:\PROJECTS\1790003.010.011.GPJ GRAIN SIZE FIGURE U.S. Sieve Numbers U.S. Sieve Opening in Inches 6 4 3 2 1 5 1 , 1/2 3/8 3 4 6 8 10 14 16 20 30 40 50 60 100 140 200 A 1 IA . . . ...... . . . ...... . . . . . . . ..... „ . .. ... „ . „... „ . . „.... . . . . . .. .„ . . .„... . . . „..„ . . . . . ...... . . . ...... . . . 041 -. II I I . . „ . . . . . )14kt ,... ..,.‘444 I I ''•...,%1 III . . . . . . I,..... II `Si.: ,11 . 10 10 10 0 0 0 10 0 CT) CO lq5laAA Aq JauH luaoJed 10 co 0 C•1 10 10 10 10 10 10 Vv. 10 10 10 10 a) E C 0 -o C co (/) C LL E a) 2 a) 0 To Ct CD 0 U) .0 _o 0 Unified Soil Classification 0 SM SM SP -SM SP -SM Soil Description Silty, very sandy, fine to coarse GRAVEL Very silty, fine to medium SAND with gravel Very silty, fine SAND Very gravelly, fine to coarse SAND with silt Very gravelly, fine to medium SAND with silt Natural Moisture (%) CO (NI CO ,- CV 15.-- 0 4-- 9 LC) R LC) R 0 9 0 In 0 C \ I '1' N- CD Sample Number S-4 CV 7 co 6 (U) Exploration Number C•1 CNI CO CO OO CO CO DO OO -5 E • Ell I -I( ® 6 2 (r) I E CO Cc Grain Size Distribution C _c ci) 0 E F 0 E C 0 a) a) > Et < -o 71- co H 1'4 301 1790003.01 11/19/21 N:\PROJECTS\1790003.010.011.GPJ GRAIN SIZE FIGURE E U.S. Sieve Numbers U.S. Sieve Opening in Inches 6 4 2 1 3 4 1/2 3/8 3 4 6 8 10 14 16 20 30 40 50 60 100 140 200 I I I I IIF :I I II I I I Iiii • . . '• 6 • . . . . . . . .. . . . . . . . . . . . . ,... III .. .. . . . . . .. . . . . . . . ..1 ii NE " I I IA IM . Oi__ 1 . • . . . . . . . . . . . „ . . 0 0 0 0 CT) CO LID lq5laAA Aq JauH luaoJed co 0 C•1 0 CD a) E C 0 -o C Ct (/) a) C LL E a) 2 a) k3 To Ct CD a) U - a) C 5 .2 -o a) C (i) c Do Soil Description Silty, fine SAND with gravel Gravelly, very silty, fine SAND 713 CCS +- Z .1) 2 LID CD _c 0 '• cr.) o__o EE • z C o a3 E 79- 1.1J co co E • H 2zI , LL ca Grain Size Distribution C _c C) a) 000 o a) al ci) C a) a) > < -o -o •ci- co H 302 1'4 Appendix E — Permitting Matrices 124 303 304 Permit or Act Compliance Environmental Resource(s) Reviewing Agency Permit/ Reporting Trigger Permit/Reporting Submittal Requirement(s)2 ENVIRONMENTAL PERMITTING SUMMARY MATRIX1, 42nd AVENUE SOUTH BRIDGE REPLACEMENT TUKWILA, WASHINGTON Agency Review Timeframe ALTERNATIVES 42nd Avenue S 124"' Street Notes and Status State Environmental Policy Act (SEPA) Earth, air, water, plants, animals, energy, environmental health, land use, transportation, public services, and utilities City of Tukwila Any proposal which involves a non-exempt government "action." Project actions involve an agency decision on a specific project, including nonproject actions that involve decisions on policies, plans, or programs. National Natural resources, Environmental Policy social, Act (NEPA) cultural, and economic resources Section 404/401 Clean Water Act; Section 10 of the Rivers and Harbor Act Hydraulic Project Approval Shoreline Management Act/Shoreline Master Program Waters of the U.S./ Navigable Waters (3) Waters of the State (3) Shorelines and areas landward 200 ft (3) Federal Highway Administration (FHWA)/ Washington State Department of Transportation Local Programs, Northwest Region (WSDOT) US Army Corps of Engineers (USACE) Seattle Regulatory Branch Washington Department of Fish and Wildlife (WDFW) Federal nexus (includes project funding or permit) Dredge/fill in waters of the U.S., or crossing of navigable waterway. Any work that will use, divert, obstruct, or change the bed or flow of state waters, including streams and rivers. City of Tukwila "Substantial development" within shoreline jurisdiction. Endangered Species Threatened and Act and Magnuson - Stevens Act; City Critical Areas Regulations Endangered Species and Critical Habitat; Essential Fish Habitat "Substantial development" means any development of which the total cost or fair market value exceeds five thousand dollars, or any development which materially interferes with the normal public use of the water or shorelines of the state. NOAA Federal nexus (includes Fisheries/ project funding or permit) and Essential Fish US Fish and Habitat Evaluation Wildlife (BA/EFH) Service (USFWS) / SEPA checklist WSDOT NEPA Categorical Exclusion Documentation Form Joint Aquatic Resources Permit Application (JARPA),Critical Areas Report; refer to Notes. SEPA determination Contents of JARPA, refer to Notes JARPA; City application form, SEPA checklist, Critical Areas Report, Biological Assessment, Geotechnical Report, site plans. Up to 120 days. Variable depending on length of supporting consultations (i.e. refer to Endangered Species Act below). 3 to 9 months for Nationwide Permit. Up to 45 days Up to 120 days. Biological Assessment Concurrent with NEPA NOAA Fisheries determination may range from 6 to 12 months, or more. X, Exemption X, DNS or MDNS anticipated SEPA checklist initiated based on 30 percent design. WAC 197-11-800(27), allows exemption for the repair, reconstruction, restoration, retrofitting or replacement of structurally deficient bridges provided certain conditions are satisfied. X X NEPA compliance requires approval of the studies listed in this matrix (excluding SEPA), as necessary. WSDOT NEPA Categorical Exclusion Documentation Form to be submitted following completion of consultations associated with Biological Assessment and Cultural Resources investigation. X X Section 404 Clean Water Act permit from USACE may require individual project review and issuance of Section 401 Water Quality Certification by the Washington State Department of Ecology (Ecology). Project may comply with condition of Nationwide Permit 14 (Linear Transportation Projects). X X WDFW requires SEPA Determination in order to issue HPA. Project applications are made through the online APPS online program. X X The City designates the shoreline environment as Urban Conservancy (south of 42nd Avenue South) and Shoreline Residential (north of 42nd Avenue South). X X 12/1/2111/19/21 P:\2020\2020016 - 42nd Ave Bridge Replacement \600 Deliverables\620 Reports \TS&L\Pemmitting\Permit Matrix42nd Draft.docxP:\121\027\WIP\Permit Matrix GAPB Draft.docx BA/EFH documentation requires summary of project impacts/mitigation, including information regarding construction and stormwater design. Anticipated the project will result in a Biological Assessment documenting "May Affect, Not Likely to Page 1 of 3 125 Permit or Act Compliance Environmental Resource(s) Section 106 of the National Historic Preservation Act (NHPA) Reviewing Agency WSDOT; City Permit/ Reporting Trigger Permit/Reporting Submittal Requirement(s)2 ENVIRONMENTAL PERMITTING SUMMARY MATRIX', 42nd AVENUE SOUTH BRIDGE REPLACEMENT TUKWILA, WASHINGTON Agency Review Timeframe ALTERNATIVES 42nd Avenue S 24th Street Historic and cultural WSDOT/ resources Department of Archeology and Historic Preservation (DAHP) and affected Tribes (WSDOT completes consultations with DAHP and affected tribes.) Federal nexus (includes project funding or permit) Area of Potential Effect (APE) Letter Cultural Resources Report Title IV of the Civil Environmental Justice FHWA/ Rights Act of 1964, WSDOT Executive Order 13166, Executive Order 12898 Section 4(f) of the Department of Transportation Act (DOT Act) of 1966 Publicly owned parks, FHWA/ recreational areas, WSDOT wildlife and waterfowl refuges, or public and private historical sites CERCLA, MTCA, TSCA, RCRA, OSHA" Hazardous and Problem Waste FHWA/ WSDOT Federal nexus (includes project funding or permit) Disproportionate and adverse impacts to protected populations. Federally funded transportation projects proposing use of Section 4(f) protected properties Land acquisition and/or excavation below ground surface WSDOT NEPA Categorical Exclusion Documentation Form and associated documentation, if necessary (see Notes). De minimis form and letter of concurrence from Parks Department WSDOT NEPA Categorical Exclusion Documentation Form and Hazardous Materials Discipline Report/Technical Memorandum. Federal Noise Control Act Sensitive Land Uses WSDOT (e.g. residences, parks, churches) Aquatic Lands Lease State aquatic lands Federally funded transportation project providing new highway or significant change to existing highway Washington Use or crossing of aquatic Department of lands Natural Resources (DNR) Advance Approval of Navigable Waters US Coast Bridges (33 CFR Guard Crossing of navigable waterway Traffic Noise Study JARPA, plans, survey Navigation Impact Report (NIR) Concurrent with NEPA. Up to 30 days for APE Up to 30 days for Cultural Resources Report Concurrent with NEPA Concurrent with NEPA Concurrent with NEPA Concurrent with NEPA 6 to 12 months Completed 12/1/2111/19/21 P:\2020\2020016 - 42nd Ave Bridge Replacement \600 Deliverables\620 Reports \TS&L\Pemmitting\Permit Matrix42nd Draft.docxP:\121\027\WIP\Permit Matrix GAPB Draft.docx X X, Exemption X X Notes and Status Adversely Affect" (NLAA) or "May Affect, Likely to Adversely Affect (LAA), resulting in informal or formal consultation. WSDOT conducts consultations with NOAA Fisheries and USFWS. X Project APE is first developed and submitted for concurrence prior to conducting field investigation in support of Cultural Resources. WSDOT completes consultations with affected Tribe(s) and DAHP. X May be exempt for work limited to existing right of way. For non-exempt projects, review of data for census blocks adjacent to the project to identify protected populations along the project corridor and project impacts. Associated documentation is anticipated to include social and community impacts decision matrix and letter to file. X Required for temporary or permanent use of recreational property (i.e. parks). X An evaluation to determine the likelihood of whether environmental conditions on or adjacent to the project corridor is present. X X "Significant change" to the highway consists of: • Moving the existing highway horizontally which halves the distance between the nearest edge of the travelled lane and the closest receptor's outdoor use area, or; • Altering the vertical alignment of an existing highway that exposes a new line -of -sight between the receptor and the traffic noise source. X Application process can be initiated when JARPA and plans are available. DNR will issue permit following receipt of other agency permits. X X Advance Approval issued August 27, 2021, and includes conditions for approval. Page 2 of 3 126 Page 3 of 3 Permit or Act Compliance 115.70); Section 9 of the River and Harbors Act Environmental Resource(s) Reviewing Agency Permit/ Reporting Trigger ENVIRONMENTAL PERMITTING SUMMARY MATRIX1, 42nd AVENUE SOUTH BRIDGE REPLACEMENT TUKWILA, WASHINGTON ALTERNATIVES Permit/Reporting Submittal 42nd Avenue S 124th Street Requirement(s)2 Agency Review Timeframe Notes and Status NOTES: 1. Summary of permits does not include construction related permits, including, but not limited to, right-of-way, utility, or local development/clearing/grading permits. 2. Permit/Reporting Submittal Requirements vary by project. 3. Waters of the U.S., Waters of the State, and shorelines include the Duwamish River in the project area. Wetlands and certain waterways are regulated by federal, state, and local governmental agencies, and compliance with one agency typically does not fulfill permitting requirements of any other agencies. *The listed Acts apply to contaminated sites. Additional regulations may apply to disposal of hazardous and problem wastes. Key to hazardous and problem waste regulations: CERCLA: Comprehensive Environmental Response, Compensation, and Liability Act (42 USC 103) MTCA: Model Toxics Control Act (WAC 173-340) TSCA: Toxic Substances Control Act (15 USC 2601 and 2629) RCRA: Resource Conservation and Recovery Act (UST Program) (WAC 173-360) OSHA: Occupational Safety and Health Act (29 CFR 1910) OI12/1/2111/19/21 P:\2020\2020016 - 42nd Ave Bridge Replacement \600 Deliverables\620 Reports\TS&L\Permitting\Permit Matrix42nd Draft.docxP:\121\027\WIP\Pennit Matrix _GAPB_Draft.docx 127 308 Appendix F — Mobility of Traffic Mechanical Memo 128 309 TECHNICAL MEMORANDUM Date: February 18, 2021 TG: 1.20133.00 To: Adam Cox — City of Tukwila From: Brent Turley, PE — Transpo Group Francesca Liburdy — Transpo Group cc: Kash Nikzad, PE — Trantech Engineering Diane Sheesley, PE — Tratech Engineering Subject: Tukwila 42nd Avenue S Bridge Replacement Transportation Analysis This memorandum summarizes the results of the existing and future transportation analysis for the 42nd Avenue S bridge replacement in Tukwila, Washington. Existing conditions were evaluated as well as future horizon year 2040 conditions. Future 2040 alternatives were evaluated for three possible scenarios as further described below. The following memorandum summarizes the analysis of alternatives and findings. Background and Study Area Description The existing 42nd Avenue S bridge crosses the Duwamish River south of S 124th Street near the Tukwila Community Center. The existing and future conditions analysis includes the following study intersections: 1. 42nd Avenue S/S 124th Street 2. 42nd Avenue S/Interurban Avenue S 3. Access Roadway/Interurban Avenue S 4. Interurban Avenue S/S 124th Street (future conditions only) The Interurban Avenue S/S 124th Street intersection will be evaluated under future alternatives analysis assuming the existing 42nd Avenue S bridge is replaced with a new bridge along the S 124th Street alignment. Existing Conditions Physical Features 42nd Avenue S is a two-lane roadway with a posted speed limit of 25 miles per hour (mph). Within the immediate vicinity of the 42nd Avenue bridge the speed limit is posted at 15 mph. 42nd Avenue S is considered a Major Collector by WSDOT. Interurban Avenue S is a two- to five -lane north -south roadway with a posted speed limit of 35 mph. Interurban Avenue S is a major route through most of the City of Tukwila and provides access to SR 599, 1-5, and 1-405. No on -street parking is permitted. Interurban Avenue S is considered a Principal Arterial by WSDOT. S 124th Street is a two-lane east -west roadway with a posted speed limit of 25 mph. A sidewalk with on -street parking runs along the south edge of the roadway, while a paved shoulder separated by c -curb from the vehicle travel lanes runs along the north edge of the roadway. S 124th Street is considered a Major Collector by WSDOT. 310 129 Non -Motorized Facilities 42nd Avenue S is designated as a bicycle friendly route based on the City of Tukwila's 2015 Comprehensive Plan and Transportation Element. Sidewalks are available on the east side of 42nd Avenue S north of S 124th Street, on the northeast side of Interurban Avenue S south of 42nd Avenue S and on the south side of S 124th Street. In addition, the Green River Trail extends along the south side of the Duwamish River in the study area, passing beneath the existing 42nd Avenue S bridge, while providing cycle and walk access. Vehicle Classifications Vehicle counts and classifications were collected along 42nd Avenue S in July 2020. The Average Daily Traffic volumes on 42nd Avenue S ranged from 3,600 in the northbound direction to 3,700 in the southbound direction. Table 1 summarizes the key vehicle classifications along 42nd Avenue S. The two main categories of vehicles are passenger vehicles and heavy vehicles. Passenger vehicles include Federal Highway Administration (FHWA) classes 1-3, and heavy vehicles include FHWA classes 4 and above. Attachment A contains the complete vehicle classification data sheets summarized by FHWA vehicle type. Table 1. Vehicle Classification Vehicle Type 42nd Avenue S NB SB Passenger Vehicles Passenger Cars Motorcycles Subtotal Heavy Vehicles Medium Trucks (2 axles) Heavy Truck (>2 axles) Buses Subtotal 82% 1% 83% 7% 7% 3% 17% 84% 1% 85% Source: Transpo Group Heavy vehicles represent approximately 15 to 17 percent of vehicles utilizing 42nd Avenue S. It is important to note that most heavy vehicles counted at the intersection were medium and heavy trucks, representing approximately 14 percent of the total vehicle volumes. Existing Operations Analysis Peak hour turning movement counts were collected for two hours during the weekday evening (4 p.m.to 6 p.m.) peak period in December 2020. Traffic volumes were analyzed for peak hour traffic operations. In addition, a 20 -percent factor was applied to increase counts to account for the impacts of COVID-19 on vehicle travel patterns. This factor was based on WSDOT permanent traffic recorder (PTR) data on SR 599 in the vicinity of the study area. Attachment B contains the weekday peak hour turning movement count worksheets. Existing weekday peak hour traffic operations were evaluated at the study intersections based on Level of Service (LOS) methodology. The LOS analysis method is identified in the 2016 Highway Capacity Manual (HCM) 6th Edition as described in Attachment C and evaluated using Synchro 10 software program. For signalized and all -way stop control (AWSC) intersections, LOS is measured in average control delay per vehicle and is reported for the intersection as a whole. For two-way stop -control (TWSC) intersections, LOS is measured in control delay per vehicle at the worst 130 311 movement of the intersection. Traffic operations for an intersection can be described alphabetically with a range of levels of service (LOS A through F), with LOS A indicating free-flowing traffic and LOS F indicating extreme congestion and long vehicle delays. The City of Tukwila has adopted a LOS E standard for the study intersections based on the City's Comprehensive Plan Transportation Element. Table 2 summarizes the existing weekday peak hour operations. The detailed LOS worksheets are included in Attachment D. Table 2. Existing (2020) Weekday PM Peak Hour Level of Service Traffic Control LOS' Delay2 WM3 1. 42nd Avenue S/S 124th Street AWSC B 11 2. 42nd Avenue S/Interurban Avenue S Signal C 30 3. Access Roadway/Interurban Avenue S TWSC B 13 SBL 4. Interurban Avenue S/S 124th Street (future conditions only) N/A N/A N/A N/A Source: Transpo Group 1. Level of Service (A — F) as defined by the 2016 Highway Capacity Manual (HCM) (TRB), 6th Edition. 2. Average delay in seconds per vehicle. 3. Worst movement reported for unsignalized two-way stop -controlled intersections. As shown in Table 2, the study intersections currently operate at LOS C or better during the PM peak hour, meeting City of Tukwila standards. The Interurban Avenue S/S 124th Street intersection will be evaluated under future conditions only when considering the possible S 124th Street bridge alternatives. Future Conditions The following section summarizes the future (2040) No Action and S 124th Street bridge alternatives. The No Action alternative evaluates 2040 forecast volumes at the study intersections with no change in traffic control or channelization from existing conditions. The S 124th Street bridge alternatives evaluate the closure of the existing 42nd Avenue S bridge and the construction of a new bridge that extends S 124th Street across the Duwamish River to intersect Interurban Avenue S. The alternatives consider either a traffic signal or a roundabout at the future Interurban Avenue S/S 124th Street intersection. Future Demand Traffic volume demand for 2040 was developed based on two primary sources: the volumes used in the existing conditions analysis (adjusted for COVID-19 impacts); and forecast traffic growth from the Puget Sound Regional Council (PSRC) regional travel demand model. Annual growth rates were developed from comparing 2025 and 2040 PSRC travel demand model volumes in the study area. These growth rates were then used to grow existing volumes to 2040 conditions. Manual edits and shifts were applied to account for the alternatives with a bridge closure where necessary. There are no known current development plans in the vicinity of the study intersection that are anticipated to add significant traffic to the study intersection beyond what is anticipated in the annual growth rates from the PSRC model volumes. Future Operations Analysis Estimated future operations were evaluated for the study intersections under 2040 future traffic conditions. Intersection operations were evaluated using Synchro 10 software for traffic signals and stop -controlled intersections, and Sidra 8 for roundabout intersections. The following alternatives were evaluated: • No Action Alternative — this alternative maintains all existing channelization and traffic control from existing conditions. 312 131 • S 124th Street Bridge with Signal — this alternative removes the existing 42nd Avenue S bridge and constructs a new bridge extending S 124th Street to a new intersection with Interurban Avenue S as a signalized intersection. Single -lane approaches with no dedicated turn lanes are assumed at the Interurban Avenue S/S 124th Street intersection. The assumed signal timing includes actuated -uncoordinated timing with a 60 -second cycle length. In addition, two-way stop control was assumed at the 42nd Avenue S/S 124th Street intersection, with stop -control at the north and south approaches. The 42nd Avenue S/Interurban Avenue S intersection remains signalized but is reconfigured with only three legs (north leg removed). A conceptual figure for this alternative is included in Attachment E. • S 124th Street Bridge with Roundabout - this alternative is similar to the previous alternative, but the Interurban Avenue S/S 124th Street intersection is analyzed as a single -lane roundabout. A conceptual figure for this alternative is included in Attachment E. Table 3 summarizes the 2040 future weekday PM peak hour LOS at the study intersections. Detailed LOS and queue worksheets are included in Attachment F. Table 3. Future (2040) Weekday PM Peak Hour Level of Service No Action Alternative S 124th Street Bridge Alternatives Traffic Traffic Intersection Control LOS1 Dela? WM3 Control LOS1 Delay2 WM3 1. 42nd Avenue S/S 124th Street AWSC B 14 TWSC C 19 SB 2. 42nd Avenue S/Interurban Avenue S Signal D 41 Signal A 10 3. Access Roadway/Interurban Avenue S TWSC B 15 SBL TWSC B 14 SBL 4. Interurban Avenue S/S 124th Street N/A N/A N/A N/A Signal B 16 RAB A 7 NB (V/C 0.54) Source: Transpo Group Note: TWSC = two-way stop -controlled, AWSC = all -way stop -controlled 1. Level of Service (A — F) as defined by the 2016 Highway Capacity Manual (HCM) (TRB), 6th Edition. 2. Average delay in seconds per vehicle. 3. Worst movement reported for unsignalized two-way stop -controlled intersections. Volume to capacity ratio (V/C) reported for roundabout intersections. As shown in Table 3, all study intersections are anticipated to meet City of Tukwila standards under future No Action and either of the S 124th Street bridge alternatives. No significant queueing or vehicle delay are anticipated at the study intersections. Signal Warrant Analysis A signal warrant analysis' was conducted for the study intersections under existing and future (2040) baseline conditions. Hourly traffic volume percentages were developed using NCHRP Report 365, Travel Estimation Techniques for Urban Planning. These percentages were applied to the existing PM peak hour turning movement volumes to develop an hourly volume distribution. Hourly volumes are included in Attachment G. Hourly volumes were analyzed with Highway Capacity Software 7 (HCS7) to evaluate signal warrants. Table 4 summarizes the results of the signal warrant analysis at the study intersections. 1 Manual on Uniform Traffic Control Devices (MUTCD), Federal Highways Administration (2009). 132 313 Table 4. Signal Warrant Analysis Summary Intersection No Action Alternative S 124th Street Bridge Alternative Traffic Control Warrants Met Traffic Control Warrants Met 1. 42nd Avenue S/S 124th Street AWSC NO TWSC NO 2. 42nd Avenue S/Interurban Avenue S Signal N/A Signal N/A 3. Access Roadway/Interurban Avenue S TWSC NO TWSC NO 4. Interurban Avenue S/S 124th Street Intersection does not exist Signal YES Source: Transpo Group Note: N/A = Not applicable, warrants not evaluated As shown in Table 4, signal warrants are only met for the Interurban Avenue S/S 124th Street intersection for the S 124th Street Bridge Alternatives. The signal warrants met included the 8 - hour volume warrant and the 4 -hour volume warrant. Detailed signal warrant worksheets at the intersection are included in Attachment G. Summary of Findings • Three potential future (2040) alternatives were evaluated: o No Action o S 124th Street Bridge with Signal o S 124th Street Bridge with Roundabout • No Action Alternative: o Maintains existing channelization and traffic control o 42nd Avenue S/Interurban Avenue S intersection operates at LOS D o 42nd Avenue S/S 124th Street intersection operates at LOS B o Access Roadway/Interurban Avenue S intersection operates at LOS B • S 124th Street Bridge Alternatives: o Removes the existing 42nd Avenue S bridge and constructs a new bridge extending S 124th Street to a new intersection with Interurban Avenue S o Signal Alternative — Interurban Avenue S/S 124th Street intersection operates at LOS B (2040 signal warrants are met) o Roundabout Alternative — Interurban Avenue S/S 124th Street intersection operates at LOS A o All other study intersections operate at LOS C or better • Each alternative exceeds the City of Tukwila's adopted intersection standard of LOS E 314 133 Attachment A: Vehicle Classification Summary Sheets 134 315 Allentown Classification Counts July 2020 Average Daily Volumes Location Date Direction Motor Bikes Cars & Trailers 2 Axle Long Buses 2 Axle 6 Tire 3 Axle Single 4 Axle Single <5 Axl Double 5 Axle Double >6 Axl Double <6 Axl Multi 6 Axle Multi >6 Axl Multi Total Vehicles 42nd Ave S Pre- Inspection ADT NB 29 2,703 569 63 222 152 2 45 157 4 1 1 0 3,948 SB 34 2,549 399 28 162 192 1 27 99 2 1 1 1 3,495 Total 63 5,252 968 91 384 344 3 72 256 5 2 2 1 7,443 During Inspection NB 21 1,827 388 94 164 87 0 42 98 2 0 1 1 2,726 SB 23 1,640 297 22 123 135 2 21 70 0 1 0 0 2,335 Total 44 3,468 685 116 287 222 2 63 168 2 1 1 1 5,061 Post- Inspection ADT NB 37 2,452 527 115 249 131 1 39 87 2 1 1 0 3,642 SB 38 2,653 475 48 219 166 0 32 99 0 1 0 0 3,732 Total 75 5,105 1,003 162 468 298 1 71 186 2 2 1 1 7,374 S 115th St Pre- Inspection ADT NB 16 630 161 1 30 3 0 3 0 0 0 0 0 846 SB 18 627 154 1 31 2 0 3 0 0 0 0 0 835 Total 34 1,257 315 2 61 6 0 6 1 0 0 0 0 1,681 During Inspection NB 17 1,148 275 2 72 27 1 7 19 1 0 0 0 1,570 SB 25 1,291 311 2 79 23 0 7 7 1 0 0 0 1,745 Total 42 2,439 586 4 151 49 2 14 26 2 0 0 0 3,315 Post- Inspection ADT NB 15 649 150 1 30 2 0 3 0 0 0 0 0 850 SB 18 640 156 1 27 1 0 3 0 0 0 0 0 847 Total 33 1,289 306 2 58 3 0 6 0 0 0 0 0 1,697 S 129th St Pre- Inspection ADT NB 28 1,704 458 5 133 26 1 10 9 0 0 0 0 2,373 SB 24 1,539 485 7 128 29 1 6 12 1 0 0 0 2,232 Total 52 3,243 943 12 261 55 2 16 21 1 0 0 0 4,605 During Inspection NB 24 1,989 513 8 163 96 1 13 136 2 0 1 1 2,947 SB 97 1,807 606 6 176 153 3 13 87 1 1 0 0 2,950 Total 122 3,796 1,119 15 338 248 4 26 223 3 1 1 2 5,897 Post- Inspection ADT NB 31 2,204 505 5 124 26 1 9 11 0 0 0 0 2,916 SB 29 2,071 472 5 95 29 1 8 16 0 0 0 1 2,726 Total 60 4,275 977 9 219 55 1 16 27 0 0 0 1 5,642 Allentown Classification Counts July 2020 Average Hourly Volumes Allentown Classification Counts July 2020 Quick Summary of Types Location Date Time Period Motor Bikes Cars & Trailers 2 Axle Long Buses 2 Axle 6 Tire 3 Axle Single 4 Axle Single <5 Axl Double 5 Axle Double >6 Axl Double <6 Axl Multi 6 Axle Multi >6 Axl Multi Total Vehicles Date Time Period Motor Bikes Passenger Vehicles Trucks Pre - Inspection Hourly 12:00 AM 01:00 AM 02:00 AM 03:00 AM 04:00 AM 05:00 AM 06:00 AM 07:00 AM 08:00 AM 09:00 AM 10:00 AM 11:00 AM 12:00 PM 01:00 PM 02:00 PM 03:00 PM 04:00 PM 05:00 PM 06:00 PM 07:00 PM 08:00 PM 09:00 PM 10:00 PM 11:00 PM 1 0 1 1 0 1 1 3 4 4 4 5 4 6 5 4 3 4 4 2 2 4 1 1 103 69 60 51 59 87 109 139 177 222 249 283 327 340 342 351 344 367 341 321 280 269 205 160 15 13 11 10 10 21 26 34 44 46 55 55 66 68 57 63 58 61 57 49 51 43 32 23 2 1 0 1 1 1 1 2 2 4 4 3 5 6 6 5 6 6 7 5 6 8 6 5 9 8 4 5 6 9 9 12 19 21 24 26 22 26 26 26 24 24 22 14 15 13 11 11 10 8 12 12 14 20 24 23 17 19 14 18 20 16 18 13 16 12 12 12 11 8 9 9 0 0 0 0 0 0 0 1 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 7 4 4 3 2 2 2 3 3 3 4 4 4 3 3 2 4 2 3 2 2 3 2 3 7 9 9 12 5 8 11 13 14 18 14 16 18 14 12 11 9 10 8 7 9 7 8 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 154 113 100 94 97 149 183 231 280 337 368 Pre - 410 Inspection 467 Hourly 480 468 474 463 487 454 412 376 354 273 220 12:00 AM 1 118 33 01:00 AM 0 82 30 02:00 AM 1 71 29 03:00 AM 1 60 32 04:00 AM 0 69 27 05:00 AM 1 108 39 06:00 AM 1 135 46 07:00 AM 3 174 52 08:00 AM 4 221 54 09:00 AM 4 267 62 10:00 AM 4 304 57 11:00 AM 5 338 64 12:00 PM 4 393 65 01:00 PM 6 408 61 02:00 PM 5 398 60 03:00 PM 4 414 52 04:00 PM 3 401 52 05:00 PM 4 428 48 06:00 PM 4 399 45 07:00 PM 2 370 36 08:00 PM 2 332 37 09:00 PM 4 312 31 10:00 PM 1 237 29 11:00 PM 1 183 31 135 O V0)n C O N a O t` N N N N 0 N- N CO 0 23 N r 0 CO M 0 M N 0 0 0 N- 0 0 N 00 N 00 0 23 0 2 0 M M` M- 0 N O '- O Tz O 0'- O 0 O . 0N-000NW N m NAN r ONO M d'0000C . N N M CC)00Nr0N 0000 N N 0 W nCOO22'44300) .- t- t- V c - N ONO0 M M g M M OO) 0 M M O0) .',."2 M 0 Z; ON M M O M 0 M O N r ON. c O .-0N)f CNO6 W r0NO.- W r r r O O O O N O O O CO c- c- c- O N M 0 0 M LL) 0 0 CO V O N 4 0 0 'O O c- c- M M CO 0 CO Cr m 0 CO 0 0 CO 0 M M N. n 0 0 0 0 0 r N r r r r N N N. Cr la 0 0 O N f - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 iO (O 0 0 0 0 0 0 0 0 0 0 << 0 0 0 0 0 0 0 - 0 0 0 0 0 :=i - - a a 0 0 0 0 0 0 a a 0 0 0 0 M 0 0 0 a a 0 0 0 0 C) 0 0 0 a a 0 0 0 0 0 0 0 0 a a 0 0 0 0 0 0 0 c a 0 0 ;9 O - f << 0 0 0 0 OV - 0 a a<¢ 0 0 0 0 N 0 0 0 0 0 0 0 0 N 0 0 a a¢ 0 0 0 0 C) 0 0 0 a 0 0 0 0 00 0 0 0 a¢ 0 0 0 0 O .- cy a a 0 0 0 0 ' 0 a a 0 0 0 0 N M 0 0 a a 0 0 0 0 0 10 0 0 a a 0 0 0 0 OO 0 0 0 a a 0 0 0 0 0 0 0 0 a a<<a<a 0 0 0 0 0 .- c - 0 0 O H 0 0 0 0 N 0 0 0 0 0 0 M 0 0 0 a a 0 0 0 0 0 C) 0 0 a a<a<as 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0O 0 0 0 0 .- rC as as as 0 0 0 0 0 0 N M O O C ONO T •C O NC CI In C C O T I; 0'g O 0 N O' x Cel O 0 O a d C x C 4 g h 0 .- r " .- r Ic c' Of N )`1 M V' . N M M 0 0 0 M M N N O CO .. O O g 72 M N FO M M 0 0 0 0 0 0 aQ p 0 0 M M N N M N" A O c N N INO A r A OMD 000 O O 72 r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 '0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 O O 0 0 N 0 0 0 0 0 0 0 0 0 0 0 .- 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C00,01.1.01001. CD - t- 10 M 0 0 0 0 O MD O 0D N-000)‘- 0) r CO 0 10 O D N- 0 0 0 N 0 N 0 0 N 0 0 0 0 0 N- r 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NCO N 0 0 N CO .- O O O O O 0 O 0 M CO M CO N M 0 0 N` CO N 0 N M N co CO 0 0) CO M 0 0 Cr 0 M M M M co CO N CO A 0 0 0 0 0 0 0 0 0 c- 0 0 c- 0 .- M 0 0 0 0 0 0 0 0 t- 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V.- RR M 0 N 0 r N N 0 M.- O O .- 4 N- CO0 N t- 4- 0 00 CO O N N OD N- CO CO N CO N N- 0 0 CO 07 1D N- OD 07 N O.- 0 O) CO N- CD O O N O O O O O O O O O .- .- 0 0 .- .- Cr 0 CO CO O CO N 0) N N N 0 4- .- c- N N O CO 4- 1- 1- N N CO 0 N N 0 OD N v- N. a- 0 r CO O n c 0) 0 OD O N N v- N M r N N OD r N N 0 0 N N LL") . M M r 0 N N M CO N .- 0 N N 0") .- .- .- 00 3- 7 0 0 0 r O N 0 0] Cr W 'V' 0 0 0 0 O r c- 0.- 0 .- 0 0 0 0 0 M O c n 0.- 0) N n 10 N CO OD O N N N N M Cr 03 0 0 CO N o O OO 0) OO OO 0) CO N 3- O O 0 0 0 0 0 0 0 0 0 0 0 O O O O 00 M O N.- N 0 0 0 N M 0 r N 0 0 m"- 10 O N O p N O 00 0 OD r N N 0 r M M M M N N O 0 co N N 0 MMM 0 M N N O) 0) 0) O N 0 tD N N tD tO N 0) 0 O C) 0 N 0 )O 0 1,..3 r N M O 00 N N N N r N 0) 0Y (OF N N N 0 O N N N N o N N N CO 0 M 0) N o 0 r 0 0 0 N 0 0 0 0 0 r N N r 0 N CO 0 0 N O N r 0 0 00 N N 0 N 10 0 CO CO 0 O N- CO N 0 N- N N N .- 0 00 10 O. .- 0 M 0 M O 1- N O fO 10 n O 0 0. M 0) N o N f0 N N 0 n 01 OO N N r N O N CO M N N M M CO CO O N M 1O CO CO 10 M O CO CO 0 0 N N N N 0 M 0 0) N N- O. CO N 0) 0 N- 0 4 . 0 N` N 0 10 N 0) 10 10 N OO 1� 0 O 0) 1� 0 0 O O O O N O O O CO r r c- O N CO V Cr CO 0 0 0 CO 4- O N 4 0 0 0 0 c- c- CO CO M 0 CO 0 r r 0 to 0 0 CO 0 M M N. tO O O O O 0.N.. N N N c- 0 <<<<<<<<<<<<aaaaaaaaaaaa o ,N0 o O` N- O O o O N 000000000 O o O o CO 7 0 0 0 o LL) CO 0 0 O o 0 0 o O O o 0 0 O o 0 0 c- N x.-000 0 0 0 o N 0 0 O o CO 0 0 O O 0 OD 000OO 0 0 O o x 0 0 0 o O 0 0 0 o o O H.- <<<<<<<<<<< 0 0 O o N OOON 0 0 O o N CO 0 0 o O 1I) 00000 0 0 o 0 0 0 0 0 o O 0 0 0 0 O o 0 c- as 0 0 N o N r 000000000.-.-I-.-0000000000.-.-.-0000 0_ 0_ 0 0 O O N CO 0_ 0_ 0 0 o O a 1!) 00000 0 0 o 0 OD x 0 0 o O 0 0 0- 0 0 o o 0 ¢¢¢¢¢¢¢¢¢¢¢¢aaaa 0 o p O N 0 0 o 0 N 0 0 0 0 CO V 0 0 o p i0 OD 0 0 O p r 0 0 0 O O 0 0 0 0 o p c— N 0 0 0 o 0 0 N CO C O) C T y J 22, a , g- E 0 T y y J o a av, x c 0 0 T i y J a a o mx c S 0my pun, Co r• 317 0 CO a N N N T- T- A% 0 0 0 0 M CO CO N N N N N z -.;N a, O N O co co N O N V N O O O O O N0 700 U) CO 0 0 t 00 CO M CO N N T- O co N N CO a C.4 CV CO N cc M 7 r N M O m N V N .- V Or- M M m O O 'N M A N O N CON O In N O N IO F.2 m N N MM H O M O N O N A AN 0 0 LLOJ O 'CO M O- r, m -cc- N 7 0 O O N Ia O N AO a O N AM O O M M N N .- N N N N 2 0 0 0 0 0 O N M N R V C0 M M N ' N Na. O O O O O O M N- T- N T- T- N CO M M M N N N N N T- T- 2v- O O v- O - N v- v- 2 aaaaaOas<<<<<<<<<<<asaaaaaaa000<<<<<<<<<<<<aaaaaaaaaaOO<<<<<<<< 0 0 0 0 0000060- O O 0 0 0 Cr O O 0 0 0 0 O O 0 0 0 0 T- T- 0 ;? O O (V f T- 0 0 o 0 N O O 0 0 0 0 M000000O.- O O 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 T- 0 0 0 0 0 0 0 0 N O O 0 0 0 0 00000006- O O 0 0 0 0 O O 0 0 0 0 O O 0 0 0 0 O T- 0 0 2 O T- f 0 0 o o 0 0 0 O O N M 0 0 0 0 O O 0 0 00 0 0 O o (O1� 0 0 0 0 O O W 0O.-.- 0 0 0 0 O o T- 0 0 O o O 0 0 O O N M O O 0 0 0 O O O 4060 0 0 O O O O 0 0 O O W 0 O O 0 0 O o Ci.- T- T- 0 ;? O O c f 0 0 o 0 N 0 0 0 0 0 0 M 4060 0 0 0 0 0 0 0 0 0 0 0 C 01 0 a C 3 N O 1=1Ya) S C C O O T C N 0' O 2 C O) CO e- CO CO O CO CO A A CO CO N N M x- CO O a-.- CO CO CO CO CO .- N CO CO CO CO U) x- xl. O N 0 Of O In N N CO CO CO N N M N N A M N 00 a- CO N N N 0 In N CO A Of D N CD O O V ha- CO M M N a- O N a- a- A CO a- N V CO w CO a- V A CO 0 M m CO s- CO O O O1 CO .- N r 0 Of CO NN A O 0 CO V CO CO O. O a- 'R CO A a- CO A co O 0 a V 0) a- M Cf a O N CO 0 O O O O 0 O O 0 O 0 O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cu 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cr 0 0 0 Cr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O 0 O O 0 O O O O O 0 0 O O O, 0 0 0 O O 0 0 O 0 0 N O O O O O 0 O O O O O O O O 0 O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 - 0 0 0 O O O N- N N V 10 N CO NC O O o 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N. N- N. 0 0 0- O O O CO O O O O 0 O N r' r' N, N,- N N. r' r' O O O O O O O 0 0 0 0 0 0 0- 0 0 0 0 N- T- T- O T- T- 0 0 0 0- O O CO 0 0 0 0 0 0 0 N- C) O O 0 O O 0 0 O 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 O 0 O O O O 0 O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O.- 0 0 0 0 00 CO O O O O O O M a lO CO M U) 00 U) MI. 000000001000000000-0 T- 000000000000 M O0- -0 Cl N aMVNT- N T -T- T- OOOOM O'C)Om M OA VMM 0 u- 00000T- 7 V V 10 ' V Y) Ni. V 0 V M CO NN T- T- O CO CO T- T- T- CO OOM 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 N. O,-.- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O. O O O N O 0 0 O. 0 - 0 0 T- N M N N.-.- 21 OM O -m - V N M N V'- M MO M N MIO Md' 4N IOaNOd'MMN A IO A 4 10 O O Tr N OUOA O O O1 M' CI (OO 100 0 m N. O M .-N O N N N N N N A M M O A O O.-.- O M I's - 0) O m 10 f0 N M 0 m O O A O O a N O I O IO a N A(- N(- 0 A' 0 NNOm CO O M CO NAON m IO N 7 IO NNN m CO N -O,- CO O 0) M 0 A A M CO lOCO CO 01 N MN,- N A 0 (- m m CO N (- N 01 O M V. O m IO IO 'et CO OO IO O AA N A 0 m 0 CO 000 .- et CO A CO N 00 m a M N 01 CO N IO Z. N CO M M CO N N M O A l000 M N N x- N N N N M O o 0 0 0 T- T- N n- CO N 7 V O CO CO N T- T- N N4 0 0 0 0 O 0 CO T- .- N N- T- N CO CO CO CO N N N N N T- T- M c O O O N. .- asaaaaaa 0 0 0 0 0 OOOOO 0 0 0 0 O 0 0 0 0 0 O m 0 0 0 0� 0_ � <<<<<<<<<<<<aaaaaaaaa000 0 o O.- f 0 0 0 0 0 OOO�OOOOO� 0 0 0 0 M 0 0 0 0 IO O 0 0 0 0 1� O 0 0 0 0 m 0 0 0 0 0 (V �'-000000000� 0 0 0 0 N 0 0 0 0 M 0 0 0 0 0 IO (0 0 0 0 0 1� O 0 0 0 0 m 0 0 0 ;g O � ♦- <<< 0 0 o 0 000000000000000000 0 0 0 0 N M << 0 0 0 0 0 IO <<<<<<aaaaaaaaa000 0 0 0 0 f0 I� 0 0 0 0 0 0) 0 0 0 0 O T- 0 0 0 0 N 0 0 0 0 N M 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 O m 0 0 0 0� 0 ¢aaaaaa¢ 0 o O N H.-0000000 0 0 0 0 N 0 0 0 0 M 0 0 0 0 0 0 0 0 O 1i C m C T 0 y 0 J O. O ❑ N 2 C C is 0 y 0 O O O d y C 4SLOS 4I.S 318 N CO CO e- CO .- CO CO N e' CO CO M CO CO CON O CO e' e' O CO e' n O CO CO CO7 mr CO CO O , CO 1` CO N CO N a O O CO 10 O CO 0 0 1• N- N` I N CO N- O O CO CO CO CO N` a- e- a a- M CO CO M N N N O T CV ,- n O CO CO CO CO CO O O CO CO CO CO CO CO O O) CO CV O r O CCO CO O N O CO e0- CO CO CO0 CO O O CO N CO LLS O CO M M CO CO CO CO M M CO CO CO CO N N CO N N O N N 1. N e- e- COOn v 7 CO CO a COO a- e- a N e• '- W CO e- N CD N N CO a CO CO CD r CO CO CO a CO CO CO COO CO N CO COO N a- cr a- r T v COO cr C0 CO CO 7 r CO CO CO .a- CO CO CO N N a- COO M M COO O, M CO N CO M M COO , M M O C00 M N O a CO a- N N N e- e- M M N• a M O N a M'a N CO N ei N O a- O O a- N N a O CO r I.- N CO CV O T O CO N a- CO CO N N N a- o a- o o N M N N N N a CO O Cr O M a M a co co a- O ¢¢¢¢aaaaaaaaaaaa 0 0 O O OO 606 0 0 o 0 e-6 a - e - 0 0 0 0 e - o 0 0 0 0 N M 0000000 0 0 0 0 46 0 0 0 0 00000 o O 0 0 o O o0 0 0 e- e -e-1- <<<<<<<<<<<<aaaaaaaaaaaa �O„ O O6 0 0 O o N Ooo0000o0 0 0 0 o Ma 0 0 o o 6000 0 0 o o 0 0 o o T O.- .---e- 0 0 0 o cV 0 0 0 o N Oo00000o 0 0 o o 60600 0 0 o o 0 0 o o GD0 0 0 o o O 0 e - 0 0 CD e- O e - H <<<<<<<<<<<<aaaaaaaaaaaa 0 0 o 0 o 0 0 o o N M 00000000 0 0 o o a 660000.- 0 0 o o 0 0 o o 0 0 o o e- �C 0 0 o 0 000000000 0 0 o o N M 0 o o o a 0006 0 0 o 0 0 0 o o T O 0 o 0 ;a O e- O T- C 0 T ` 0 0 a S. 0 S C 01 0 T C O O S. 2 0 T y O O O 0 a m t C 0 00 0 N CO CO O N C4 N COO CO M COON 0a- M CO COD M N a- N N CCOO N a- a- O 1,41 CO aT N 0 COC t h r t ONO N N CND N N 00)) O N N N CO a a COO fl a CO CO a CO N CO CO N COO 0) N e• N. COO 00) a- CO CC> NE N O CO a COO N COD N U) CO CaO) N- O C+Of 00 0 00) N N r N- to COO O V V OAcoco N 00000000000000000000000000000a- a- 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000000 C- 000000000,-a-0e-00000000000Cf 0000000000000000000000000 N N a- N N CO N N a- a- a- a- 0 0 a- 0,- 0 0 e- 0 a- COO N N N CO N T N T CO CO e- a s a- 0 0 0 0 CO ;3 ON 0 0 0, O O a- N N CO N M a- CO N a- N r- r- 0 a- 0 0 0 N CO e- e- e- e- e- CO e- e- e- O C e- e- 0 0 0 O O O 0 0 e' O O N N e' e' N N a a N N e' e' O e' O O 0 O O O O O O O e- e- N N e- N N e- a- e- e- e- 0 0 0 0 CO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 a- 0 0 0 a- 0 0 0 0 0 0 a- 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a CO N M a M O O a 7 a N.- e- .- .-.- N .-.- 0 N M T 0 e- C) 0 e- e- et N N N N CO0 0 e- CO CO e- 7 N CO 0 e- CO, N 0 0 0 a- CO a CO CO a CO CO CO a a a a CO CO e- a- e- a- a- N O e- e - e -CO c vr< N a CO CO CO CO r CO e- c O e- T r` O a e- CO N M N M O e- M e-e-Ne-e'e' O O OD CD M e'NNN OD CO N O MNN O CO CO CO e-T..CO n a N Co CO N N e- a- CO a r• N e- er CI m er er N• T N• 0 0 0 0 e - CO r` CO N CO N CO e- e- e - e - e- a - e - e - O e -e -000O N 0000000 e -N00 e- CO e - e - CO e - OC' 00000(0 0 0 0 0 0 0 OO O e- e- e- e- e - e - e• e-0 e' 0000001 COM a CO CO CO a r CO a CO NO n T O n CO M CO CO O CO M U) a T CO CO M a a e- co e- r e- N 0 01 O CO CO CD r a a O 0 a e1 r er CO CO CO h h F O O h N a CO r CO O CO O CO a a O 01 N CO a- e- r• . O e- (0 O e- O O CO CO N- a M a 0 O O )D T N- O CO O CO r r O T r CO a T CD 0 N- CO a a T n M e- t - O1 O O e- e- N 7 e- e- co CO e- N V U)O CO CO CO CO CO CO CO o CO CO N- LO e- .- N 0)0 .- CO COO N CO CO CO N CO Cl COD O CO N. N. CCOO 0 N. N. 0 0 N. e- VO) N- CO CO ODD 0 N N O r CO CO U W CO CO 0 v e- e- N Of e- n CO r 7 CO N U) Cl O O e- N r e- e- 0)0 N .- CO CM O CO CO 0 00) CO CO C- CD CO CO CO er 0 CM CO CO CM CO CO CO COCOCO A e- e- N V N e- e- M M r a CO O N a co a N co N CN 0 e- O O e- N N a0 O h N- N^ N O T O O N e- O CO N N e- o e- O O N CO N N N N N aa O a O co a M a M M.- 0 2222222222222222 0 0 0 0 0 0 O T OOe- 0 0 0 0 0 0 O m- e- 0 0 0 0 0 0 64 e-o 0 0 0 0 0 0 N M 000000OO 0 0 0 0 0 0 mi 0000 11 0 0 0 o O 0 0 0 0 0 o T 0 4 0 0 0 0 O e- e - e - 2 0 0 ,C,—D, O O` F 2 2 0 0 0 0 o 0 N 000000000 2 2 0 0 0 0 0 0 M0 2 2 0 0 0 0 0 0 Cn 66 2 2 0 0 0 0 o 0 64 2 2 0 0 0 0 0 0 T O e-e-e-000000CD0CD 2 2 0 a.0 0 0 o O e - OV 2 2 0 0. 0 0 o O OV 2 2 a s 0 0 0 o M V 2 2 0. a 0 0 O O Cn 66 2 2 a a.0 0 0 o O 64 O 0 2 0 0. 0 0 o 0 T Oe- e - d 0 0 0 a O e - H 222222222222222222222222 0 0 0 0 o o N e- 000000000 0 0 0 0 O O N M 0 0 0 0 o 0 00000 0 0 0 0 0 o 0 0 0 0 O O T 0 0 0 0 O o O e -N e -e -e-000000000 a 0 00 O o a a 0 0 0 0 N M 0 a 0 0 o O 0IO a a 0 0 o o O0 a 0 0 0 O o OD O a a 0 0 0 0 a O e- O e - e - F C 0 T d., 3 O1 a 0 y 2 E C CO T y J , 3 Pr", ❑ y 2 c C 0 T 0 '2., 3 d 0 O v) 2 >_ iS 436Z6 S 319 Attachment B: Peak Hour Traffic Counts 320 www.idaxdata.com 42ND AVE S S124THST Date: 12-08-2020 N Peak Hour Count Period: 3:30 PM �' WQ7,. to 6:30 PM C/) w 0 Z NN nWT3 rn co N d' O 1 I Ili Peak Hour: S 124TH ST 4:00 PM r AV Vn�'. O O 1 1 to 5:00 PM N 19 fl000Ua > 186 206 /\ 0 ' L 0 TEV: 550 PHF: 0.99 1 c A N r r 0 = 280 V 0 u ot n I M M N 0, > Q a HV %: PHF 1r O O r Three -Hour Count Summaries :ILv N ��N EB /�� WB 16.5% 0.87 V NB 13.0% 0.92 SB 4.0% 0.82 TOTAL 13.1% 0.99 Interval Start 0 S 124TH ST 42ND AVE S 42ND AVE S 15 -min Total Rolling One Hour Eastbound UT LT TH RT Westbound UT LT TH RT Northbound UT LT TH RT Southbound UT LT TH RT 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49 0 4 1 53 0 5 0 38 0 4 0 46 0 6 0 0 7 58 1 0 8 54 0 0 12 61 0 0 8 60 0 14 7 0 0 9 5 0 0 12 11 0 0 11 6 0 139 136 138 137 0 0 0 550 Peak Hour All HV HV% 0 0 0 0 0 0 0 0 - - - - 1 186 0 19 0 33 0 1 0% 18% - 5% 1 0 35 233 0 0 1 34 0% - 3% 15% 0 46 29 0 0 0 3 0 - 0% 10% - 550 72 13% 0 0 0 Note: For all three-hour count summary, see next page. Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South Total 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 10 6 1 17 0 8 11 1 20 0 6 11 1 18 0 10 7 0 17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 Peak Hour 0 34 35 3 72 0 0 0 0 0 2 0 0 0 2 project.manager.wa@idaxd i .com 321 322 www.idaxdata.com Three -Hour Count Summaries Interval Start 0 S 124TH ST 42ND AVE S 42ND AVE S 15 -min Total Rolling One Hour Eastbound UT LT TH RT Westbound UT LT TH RT Northbound UT LT TH RT Southbound UT LT TH RT 3:30 PM 0 0 0 0 0 51 0 6 0 0 12 49 0 6 11 0 135 0 3:45 PM 0 0 0 0 0 54 0 3 0 0 10 47 0 11 5 0 130 0 4:00 PM 0 0 0 0 0 49 0 4 0 0 7 58 0 14 7 0 139 0 4:15 PM 0 0 0 0 1 53 0 5 1 0 8 54 0 9 5 0 136 540 4:30 PM 0 0 0 0 0 38 0 4 0 0 12 61 0 12 11 0 138 543 4:45 PM 0 0 0 0 0 46 0 6 0 0 8 60 0 11 6 0 137 550 5:00 PM 0 0 0 0 0 53 0 3 0 0 8 54 0 4 6 0 128 539 5:15 PM 0 0 0 0 0 53 0 6 0 0 9 55 0 11 6 0 140 543 5:30 PM 0 0 0 0 0 54 0 3 0 0 9 63 0 11 2 0 142 547 5:45 PM 0 0 0 0 0 42 0 3 0 0 8 50 0 4 9 0 116 526 6:00 PM 0 0 0 0 0 38 0 3 0 0 9 55 0 6 7 0 118 516 6:15 PM 0 0 0 0 0 47 0 5 0 0 7 59 0 8 4 0 130 506 Count Total 0 0 0 0 1 578 0 51 1 0 107 665 0 107 79 0 1,589 0 All 0 0 0 0 1 186 0 19 1 0 35 233 0 46 29 0 550 0 Peak HV 0 0 0 0 0 33 0 1 0 0 1 34 0 0 3 0 72 0 Hour HV% - - - - 0% 18% - 5% 0% - 3% 15% - 0% 10% - 13% 0 Note: Three-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB Total EB WB NB SB Total East West North South Total 3:30 PM 0 10 9 0 19 o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 9 6 0 15 1 0 0 0 1 4:00 PM 0 10 6 1 17 0 0 0 0 0 4:15 PM 0 8 11 1 20 0 0 0 0 0 4:30 PM 0 6 11 1 18 2 0 0 0 2 4:45 PM 0 10 7 0 17 0 0 0 0 0 5:00 PM 0 6 7 0 13 0 0 0 0 0 5:15 PM 0 6 6 0 12 0 0 0 0 0 5:30 PM 0 5 8 0 13 2 0 0 0 2 5:45 PM 0 10 10 0 20 0 0 0 0 0 6:00 PM 0 5 5 1 11 0 0 0 0 0 6:15 PM 0 10 9 0 19 1 0 0 0 1 Count Total 0 95 95 4 194 0 0 0 0 0 6 0 0 0 6 Peak Hr 0 34 35 3 72 0 0 0 0 0 2 0 0 0 2 project.managerwa@idaxdbil.com www.idaxdata.com Three -Hour Count Summaries - Heavy Vehicles Interval Start 0 S 124TH ST 42ND AVE S 42ND AVE S 15 -min Total Rolling One Hour Eastbound UT LT TH RT Westbound UT LT TH RT UT Northbound LT TH RT UT Southbound LT TH RT 3:30 PM 0 0 0 0 0 10 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0-.-. - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19 0 3:45 PM 0 0 0 0 0 9 0 0 0 0 0 6 15 0 4:00 PM 0 0 0 0 0 10 0 0 0 0 1 5 17 0 4:15 PM 0 0 0 0 0 7 0 1 0 0 0 11 20 71 4:30 PM 0 0 0 0 0 6 0 0 0 0 0 11 18 70 4:45 PM 0 0 0 0 0 10 0 0 0 0 0 7 17 72 5:00 PM 0 0 0 0 0 6 0 0 0 0 0 7 13 68 5:15 PM 0 0 0 0 0 6 0 0 0 0 1 5 12 60 5:30 PM 0 0 0 0 0 5 0 0 0 0 0 8 13 55 5:45 PM 0 0 0 0 0 10 0 0 0 0 0 10 20 58 6:00 PM 0 0 0 0 0 5 0 0 0 0 0 5 11 56 6:15 PM 0 0 0 0 0 10 0 0 0 0 0 9 19 63 Count Total 0 0 0 0 0 94 0 1 0 0 2 93 0 0 4 0 194 0 Peak Hour 0 0 0 0 0 33 0 1 0 0 1 34 0 0 3 0 72 0 Three -Hour Count Summaries - Bikes 0 S 124TH ST 42ND AVE S 42ND AVE S Interval 15 -min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U -Turn volumes for bikes are included in Left -Turn, if any. project.manager.wa@idaxd i .com 323 324 www.idaxdata.com MACADAM RD S 42ND AVE S Wo A 0.1 Date: 12-08-2020 N Peak Hour Count Period: 3:30 PM to 6:30 PM Cr) W Q o Z N o 1.0 co N N Peak Hour: o ,[INTERURBAN AVE S '`/* 4:00 PM to Of° o C. 0 «i1 4 5:00 PM * / \ ` 170 flEULL1D 0 _ ° 4 297 ~ 97 0 J •__ >` ' 0 12 TEV: 910 0 o o _,0 y ~ PHF: 0.94 30 269 219.1 4 0 3 U 1 0 \i/ i 38 �0 <.fl00L10� INTERURBAN AYES f 1 r rn N \ o cn 2 HV %: PHF Q 1 t r o 0 0 / Three -Hour Count Summaries 4Q N Q EB 7.4% 0.80j, WB 13.8% 0.87 'f� NB 2.4% 0.88 SB 15.8% 0.94 TOTAL 10.9% 0.94 Interval Start INTERURBAN AVE S INTERURBAN AVE S MACADAM RD S 42ND AVE S 15 -min Total Rolling One Hour Eastbound UT LT TH RT Westbound UT LT TH RT Northbound UT LT TH RT Southbound UT LT TH RT 4:00 PM 4:15 PM 4:30 PM 4:45 PM 0 4 58 7 0 1 34 9 0 3 71 10 0 4 56 12 0 6 18 37 0 8 25 39 0 10 23 46 0 6 31 48 0 2 25 6 0 0 27 8 0 2 24 4 0 3 17 5 0 28 25 5 0 38 18 2 0 25 20 1 0 35 22 2 221 209 239 241 0 0 0 910 Peak Hour All HV HV% 0 12 219 38 0 4 16 0 - 33% 7% 0% 0 30 97 170 0 0 11 30 - 0% 11% 18% 0 7 93 23 0 0 2 1 - 0% 2% 4% 0 126 85 10 0 27 2 6 - 21% 2% 60% 910 99 11% 0 0 0 Note: For all three-hour count summary, see next page. Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South Total 4:00 PM 4:15 PM 4:30 PM 4:45 PM 7 5 0 10 22 2 14 2 8 26 8 11 1 7 27 3 11 0 10 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 Peak Hour 20 41 3 35 99 0 0 0 0 0 1 0 0 0 1 project. manager.wa@idaxdla`.com www.idaxdata.com Three -Hour Count Summaries Interval Start INTERURBAN AVE S INTERURBAN AVE S MACADAM RD S 42ND AVE S 15 -min Total Rolling One Hour Eastbound UT LT TH RT Westbound UT LT TH RT Northbound UT LT TH RT Southbound UT LT TH RT 3:30 PM 0 2 57 10 0 7 21 42 0 4 21 5 0 40 17 5 231 0 3:45 PM 0 2 54 5 0 8 20 31 0 3 21 4 0 35 29 3 215 0 4:00 PM 0 4 58 7 0 6 18 37 0 2 25 6 0 28 25 5 221 0 4:15 PM 0 1 34 9 0 8 25 39 0 0 27 8 0 38 18 2 209 876 4:30 PM 0 3 71 10 0 10 23 46 0 2 24 4 0 25 20 1 239 884 4:45 PM 0 4 56 12 0 6 31 48 0 3 17 5 0 35 22 2 241 910 5:00 PM 0 2 51 8 0 6 14 42 0 5 18 4 0 30 22 2 204 893 5:15 PM 0 1 41 4 0 8 19 44 0 4 23 3 0 40 26 1 214 898 5:30 PM 0 5 37 7 0 2 25 40 0 2 29 2 0 34 19 1 203 862 5:45 PM 0 4 34 6 0 6 19 44 0 2 13 6 0 25 23 4 186 807 6:00 PM 0 4 33 3 0 3 24 37 0 3 18 4 0 30 13 3 175 778 6:15 PM 0 3 26 2 0 2 21 42 0 1 23 1 0 37 15 0 173 737 Count Total 0 35 552 83 0 72 260 492 0 31 259 52 0 397 249 29 2,511 0 All 0 12 219 38 0 30 97 170 0 7 93 23 0 126 85 10 910 0 Peak HV 0 4 16 0 0 0 11 30 0 0 2 1 0 27 2 6 99 0 Hour HV% - 33% 7% 0% - 0% 11% 18% - 0% 2% 4% - 21% 2% 60% 11% 0 Note: Three-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB Total EB WB NB SB Total East West North South Total 3:30 PM 4 11 0 10 25 0 0 0 0 0 0 0 0 0 0 3:45 PM 6 9 0 11 26 0 0 0 0 0 1 0 0 0 1 4:00 PM 7 5 0 10 22 0 0 0 0 0 0 0 0 0 0 4:15 PM 2 14 2 8 26 0 0 0 0 0 0 0 0 0 0 4:30 PM 8 11 1 7 27 0 0 0 0 0 1 0 0 0 1 4:45 PM 3 11 0 10 24 0 0 0 0 0 0 0 0 0 0 5:00 PM 8 9 1 4 22 0 0 0 0 0 0 0 0 0 0 5:15 PM 2 14 0 8 24 0 0 0 0 0 0 0 0 0 0 5:30 PM 5 14 0 5 24 0 0 0 0 0 1 0 0 0 1 5:45 PM 4 17 0 10 31 0 0 0 0 0 0 0 0 0 0 6:00 PM 6 13 0 6 25 0 0 0 0 0 0 0 0 0 0 6:15 PM 2 14 1 10 27 0 0 0 0 0 0 0 0 0 0 Count Total 57 142 5 99 303 0 0 0 0 0 3 0 0 0 3 Peak Hour 20 41 3 35 99 0 0 0 0 0 1 0 0 0 1 project.managerwa@idaxdbii.com 325 326 www.idaxdata.com Three -Hour Count Summaries - Heavy Vehicles Interval Start INTERURBAN AVE S INTERURBAN AVE S MACADAM RD S 42ND AVE S 15 -min Total Rolling One Hour Eastbound UT LT TH RT Westbound UT LT TH RT Northbound UT LT TH RT UT Southbound LT TH RT 3:30 PM 0 1 2 1 co un v 5.3rn n oo co v oo a— a w v v co CO co CD CO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 3 25 0 3:45 PM 0 1 4 1 0 0 0 0 0 10 0 1 26 0 4:00 PM 0 2 5 0 0 0 0 0 0 7 1 2 22 0 4:15 PM 0 0 2 0 0 0 1 1 0 7 0 1 26 99 4:30 PM 0 2 6 0 0 0 1 0 0 5 1 1 27 101 4:45 PM 0 0 3 0 0 0 0 0 0 8 0 2 24 99 5:00 PM 0 1 7 0 0 1 0 0 0 4 0 0 22 99 5:15 PM 0 0 2 0 0 0 0 0 0 8 0 0 24 97 5:30 PM 0 0 4 1 0 0 0 0 0 4 1 0 24 94 5:45 PM 0 0 4 0 0 0 0 0 0 8 1 1 31 101 6:00 PM 0 0 6 0 0 0 0 0 0 5 0 1 25 104 6:15 PM 0 0 2 0 0 0 1 0 0 10 0 0 27 107 Count Total 0 7 47 3 0 0 57 85 0 1 3 1 0 83 4 12 303 0 Peak Hour 0 4 16 0 0 0 11 30 0 0 2 1 0 27 2 6 99 0 Three -Hour Count Summaries - Bikes INTERURBAN AVE S INTERURBAN AVE S MACADAM RD S 42ND AVE S Interval 15 -min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U -Turn volumes for bikes are included in Left -Turn, if any. project.managerwa@idaxdbia.com www.idaxdata.com ACCESS ROADWAY INTERURBAN AVES Date: 12-08-2020 N Peak Hour Count Period: 3:30 PM to 6:30 PM >- W o Q Ict M ` O) W / 1' - Peak Hour: 4:15 PM / O NTERURBAN o 0 AVES jHr to 5:15 PM L9 > 1 gg 9299 + L 0 I. 290 0= TEV: 698 / c PHF: 0.93 c �' — 0� = 0 3s o U 3612 359 W V 0 INTERURBAN AVE S HV %: PHF EB 12.2% 0.91 WB 16.7% 0.87 NB - - SB 7.9% 0.73 TOTAL 13.9% 0.93 Three -Hour Count Summaries Interval Start INTERURBAN AVES INTERURBAN AVES 0 ACCESS ROADWAY 15 -min Total Rolling One Hour Eastbound UT LT TH RT Westbound UT LT TH RT Northbound UT LT TH RT Southbound UT LT TH RT 4:15 PM 4:30 PM 4:45 PM 5:00 PM 0 1 80 0 0 1 98 0 0 0 95 0 0 0 86 0 0 0 68 3 0 0 74 3 0 0 84 2 0 0 64 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 5 0 6 0 2 0 5 0 1 0 10 0 1 165 184 187 162 0 0 0 698 Peak Hour All HV HV% 0 2 359 0 0 1 43 0 - 50% 12% - 0 0 290 9 0 0 47 3 - - 16% 33% 0 0 0 0 0 0 0 0 - - - - 0 29 0 9 0 3 0 0 - 10% - 0% 698 97 14% 0 0 0 Note: For all three-hour count summary, see next page. Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South Total 4:15 PM 4:30 PM 4:45 PM 5:00 PM 10 16 0 3 29 11 11 0 0 22 12 12 0 0 24 11 11 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 Peak Hour 44 50 0 3 97 0 0 0 0 0 0 0 1 0 1 project.manager.wa@idaxdlaig.com 327 328 www.idaxdata.com Three -Hour Count Summaries Interval Start INTERURBAN AVE S INTERURBAN AVE S 0 ACCESS ROADWAY 15 -min Total Rolling One Hour Eastbound UT LT TH RT Westbound UT LT TH RT Northbound UT LT TH RT Southbound UT LT TH RT 3:30 PM 0 0 100 0 0 0 66 2 O O O O Cr 0 O O O O O O O O O 0 0 0 O O O O O O O O O 0 0 0 O O O O O O O O O 0 0 0 0 O O O O O M Ln N N N e- a- 00000 000000000000 7 CO CO 0 10 0 7 CO 0.- a- a- 000000000000 - O O O O O O O O O O O O 175 0 3:45 PM 0 0 94 0 0 0 59 3 174 0 4:00 PM 0 0 90 0 0 0 58 1 154 0 4:15 PM 0 1 80 0 0 0 68 3 165 668 4:30 PM 0 1 98 0 0 0 74 3 184 677 4:45 PM 0 0 95 0 0 0 84 2 187 690 5:00 PM 0 0 86 0 1 0 0 64 1 162 698 5:15 PM 0 0 81 0 0 0 68 1 154 687 5:30 PM 0 0 73 0 0 0 67 0 143 646 5:45 PM 0 0 64 0 0 0 70 2 136 595 6:00 PM 0 0 67 0 0 0 65 0 133 566 6:15 PM 0 0 61 0 0 0 66 0 128 540 Count Total 0 2 989 0 0 0 809 18 0 0 0 0 0 58 0 19 1,895 0 All 0 2 359 0 0 0 290 9 0 0 0 0 0 29 0 9 698 0 Peak HV 0 1 43 0 0 0 47 3 0 0 0 0 0 3 0 0 97 0 Hour HV% - 50% 12% - - - 16% 33% - - - - - 10% - 0% 14% 0 Note: Three-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB Total EB WB NB SB Total East West North South Total 3:30 PM 10 11 0 0 21 0 0 0 0 0 0 0 0 0 0 3:45 PM 14 9 0 0 23 0 0 0 0 0 0 0 2 0 2 4:00 PM 12 5 0 0 17 0 0 0 0 0 0 0 1 0 1 4:15 PM 10 16 0 3 29 0 0 0 0 0 0 0 0 0 0 4:30 PM 11 11 0 0 22 0 0 0 0 0 0 0 0 0 0 4:45 PM 12 12 0 0 24 0 0 0 0 0 0 0 1 0 1 5:00 PM 11 11 0 0 22 0 0 0 0 0 0 0 0 0 0 5:15 PM 10 13 0 0 23 0 0 0 0 0 0 0 2 0 2 5:30 PM 8 14 0 0 22 0 0 0 0 0 0 0 0 0 0 5:45 PM 12 18 0 0 30 0 0 0 0 0 0 0 0 0 0 6:00 PM 12 13 0 0 25 0 0 0 0 0 0 0 0 0 0 6:15 PM 12 14 0 0 26 0 0 0 0 0 0 0 0 0 0 Count Total 134 147 0 3 284 0 0 0 0 0 0 0 6 0 6 Peak Hr 44 50 0 3 97 0 0 0 0 0 0 0 1 0 1 project.manager.wa@idaxd' ilcom www.idaxdata.com Three -Hour Count Summaries - Heavy Vehicles Interval Start INTERURBAN AVE S INTERURBAN AVE S 0 ACCESS ROADWAY 15 -min Total Rolling One Hour Eastbound UT LT TH RT Westbound UT LT TH RT UT Northbound LT TH RT Southbound UT LT TH RT 3:30 PM 0 0 10 0 0 0 11 0 0 0 0 0 0 0 0 0 21 0 3:45 PM 0 0 14 0 0 0 9 0 0 0 0 0 0 0 0 0 23 0 4:00 PM 0 0 12 0 0 0 5 0 0 0 0 0 0 0 0 0 17 0 4:15 PM 0 1 9 0 0 0 14 2 0 0 0 0 0 3 0 0 29 90 4:30 PM 0 0 11 0 0 0 11 0 0 0 0 0 0 0 0 0 22 91 4:45 PM 0 0 12 0 0 0 11 1 0 0 0 0 0 0 0 0 24 92 5:00 PM 0 0 11 0 0 0 11 0 0 0 0 0 0 0 0 0 22 97 5:15 PM 0 0 10 0 0 0 12 1 0 0 0 0 0 0 0 0 23 91 5:30 PM 0 0 8 0 0 0 14 0 0 0 0 0 0 0 0 0 22 91 5:45 PM 0 0 12 0 0 0 17 1 0 0 0 0 0 0 0 0 30 97 6:00 PM 0 0 12 0 0 0 13 0 0 0 0 0 0 0 0 0 25 100 6:15 PM 0 0 12 0 0 0 14 0 0 0 0 0 0 0 0 0 26 103 Count Total 0 1 133 0 0 0 142 5 0 0 0 0 0 3 0 0 284 0 Peak Hour 0 1 43 0 0 0 47 3 0 0 0 0 0 3 0 0 97 0 Three -Hour Count Summaries - Bikes INTERURBAN AVE S INTERURBAN AVE S 0 ACCESS ROADWAY Interval 15 -min Rolling Start Eastbound Westbound Northbound Southbound Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 6:15 PM 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Note: U -Turn volumes for bikes are included in Left -Turn, if any. project.manager.wa@idaxdtig.com 329 Attachment C: LOS Definitions 330 Highway Capacity Manual 2010/6th Edition Signalized intersection level of service (LOS) is defined in terms of a weighted average control delay for the entire intersection. Control delay quantifies the increase in travel time that a vehicle experiences due to the traffic signal control as well as provides a surrogate measure for driver discomfort and fuel consumption. Signalized intersection LOS is stated in terms of average control delay per vehicle (in seconds) during a specified time period (e.g., weekday PM peak hour). Control delay is a complex measure based on many variables, including signal phasing and coordination (i.e., progression of movements through the intersection and along the corridor), signal cycle length, and traffic volumes with respect to intersection capacity and resulting queues. Table 1 summarizes the LOS criteria for signalized intersections, as described in the Highway Capacity Manual 2010 and 6th Edition (Transportation Research Board, 2010 and 2016, respectively). Table 1. Level of Service Criteria for Signalized Intersections Average Control Delay Level of Service (seconds/vehicle) General Description A (410 Free Flow B >10 — 20 Stable Flow (slight delays) C >20 — 35 Stable flow (acceptable delays) D >35 — 55 Approaching unstable flow (tolerable delay, occasionally wait through more than one signal cycle before proceeding) E >55 — 80 Unstable flow (intolerable delay) F1 >80 Forced flow (congested and queues fail to clear) Source: Highway Capacity Manual 2010 and 6th Edition, Transportation Research Board, 2010 and 2016, respectively. 1. If the volume -to -capacity (v/c) ratio for a lane group exceeds 1.0 LOS F is assigned to the individual lane group. LOS for overall approach or intersection is determined solely by the control delay. Unsignalized intersection LOS criteria can be further reduced into two intersection types: all -way stop and two-way stop control. All -way stop control intersection LOS is expressed in terms of the weighted average control delay of the overall intersection or by approach. Two-way stop -controlled intersection LOS is defined in terms of the average control delay for each minor -street movement (or shared movement) as well as major -street left -turns. This approach is because major -street through vehicles are assumed to experience zero delay, a weighted average of all movements results in very low overall average delay, and this calculated low delay could mask deficiencies of minor movements. Table 2 shows LOS criteria for unsignalized intersections. Table 2. Level of Service Criteria for Unsignalized Intersections Level of Service Average Control Delay (seconds/vehicle) A 0-10 B _10-15 C 15-25 D 25 — 35 E 135 — 50 F' _50 Source: Highway Capacity Manual 2010 and 6th Edition, Transportation Research Board, 2010 and 2016, respectively. 1. If the volume -to -capacity (v/c) ratio exceeds 1.0, LOS F is assigned an individual lane group for all unsignalized intersections, or minor street approach at two-way stop -controlled intersections. Overall intersection LOS is determined solely by control delay. 150 331 Attachment D: Existing LOS and Queue Worksheets 332 HCM 6th AWSC Tukwila 42nd Ave Bridge Replacement 1: 42nd Ave S & S 124th St Existing (2020) PM Peak Hour Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 225 25 50 280 55 35 Future Vol, veh/h 225 25 50 280 55 35 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, % 17 17 13 13 4 4 Mvmt Flow 227 25 51 283 56 35 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 M 0 HCM Control Delay 11.4 10.5 9 HCM LOS ' B B A Lane NBLn1 WBLn1 SBLn1 Vol Left, % _ 0% 90% 61% Vol Thru, % 15% 0% 39% Vol Right, % 85% 10% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 330 250 90 LT Vol 0 225 55 Through Vol 50 0 35 RT Vol 280 25 0 Lane Flow Rate 333 253 91 Geometry Grp 1 1 1 Degree of Util (X) 0.41 0.369 0.13 Departure Headway (Hd) 4.425 5.263 5.164 Convergence, Y/N Yes Yes Yes Cap 810 679 690 Service Time 2.466 3.331 3.226 HCM Lane V/C Ratio 0.411 0.373 0.132 HCM Control Delay 10.5 11.4 9 HCM Lane LOS ' B B A HCM 95th -tile Q 2 1.7 0.4 Transpo Group Synchro 10 Report 152 333 Timings Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Existing (2020) PM Peak Hour Lane Group Lane Configurations EBL EBT WBL WBT WBR NBL NBT NBR SBT SBR r* r* Traffic Volume (vph) 15 265 35 115 205 10 110 30 100 10 Future Volume (vph) 15 265 35 115 205 10 110 30 100 10 Turn Type Prot NA Prot NA pt+ov Split NA Free NA Perm Protected Phases 7 4 3 8 8 6 2 2 6 Permitted Phases Free 6 Detector Phase 7 4 3 8 8 6 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 23.0 15.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) 15.0 27.0 15.0 27.0 16.7% 30.0% 16.7% 30.0% 4.0 4.0 4.0 4.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 23.0 23.0 25.6% 25.6% 4.0 4.0 1.0 1.0 0.0 0.0 25.0 27.8% 4.0 1.0 0.0 25.0 27.8% 4.0 1.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode Act Effct Green (s) Actuated g/C Ratio None None None None Max Max Max Max 6.5 18.6 7.5 23.7 48.3 18.3 18.3 80.0 20.4 20.4 0.08 0.23 0.09 0.30 0.60 0.23 0.23 1.00 0.26 0.26 v/c Ratio 0.12 0.80 0.25 0.25 0.23 0.03 0.27 0.02 0.66 0.02 Control Delay 40.0 45.4 40.9 23.0 1.6 28.9 30.7 0.0 38.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.0 45.4 40.9 23.0 1.6 28.9 30.7 0.0 38.8 0.1 LOS D D D C A CC A D A Approach Delay 45.1 12.3 24.5 37.3 Approach LOS D B C D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 80 Natural Cycle: 85 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 29.7 Intersection Capacity Utilization 53.6% Analysis Period (min) 15 Splits and Phases: 2: 42nd Ave S & Interurban Ave S Intersection LOS: C ICU Level of Service A 02 ►06 o 3 0708 X04 Transpo Group Synchro 10 Report 153 334 Phasings Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Existing (2020) PM Peak Hour 74( Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBT SBR Protected Phases 7 4 3 8 8 6 2 2 6 Permitted Phases Free 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 23.0 15.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) Total Split (%) Maximum Green (s) Yellow Time (s) All -Red Time (s) 15.0 27.0 15.0 27.0 16.7% 30.0% 16.7% 30.0% 10.0 22.0 10.0 22.0 4.0 4.0 4.0 4.0 1.0 1.0 1.0 1.0 23.0 23.0 25.6% 25.6% 18.0 18.0 4.0 4.0 1.0 1.0 25.0 25.0 27.8% 27.8% 20.0 20.0 4.0 4.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 90th %ile Green (s) 7.9 22.0 10.0 24.1 18.0 18.0 20.0 20.0 90th %ile Term Code Gap Max Max Hold MaxR MaxR MaxR MaxR 70th %ile Green (s) 0.0 22.0 8.5 35.5 18.0 18.0 20.0 20.0 70th %ile Term Code Skip Max Gap Hold MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 21.7 7.4 34.1 18.0 18.0 20.0 20.0 50th %ile Term Code Skip Gap Gap Hold MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 16.0 0.0 16.0 18.0 18.0 20.0 20.0 30th %ile Term Code Skip Gap Skip Hold MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 12.3 0.0 12.3 18.0 18.0 20.0 20.0 10th %ile Term Code Skip Gap Skip Hold MaxR MaxR MaxR MaxR Intersection Summary Cycle Length: 90 Actuated Cycle Length: 80 Control Type: Actuated -Uncoordinated 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 88.5 50th %ile Actuated Cycle: 87.1 30th %ile Actuated Cycle: 69 10th %ile Actuated Cycle: 65.3 Transpo Group Synchro 10 Report 154 335 Queues Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Existing (2020) PM Peak Hour t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBT SBR Lane Group Flow (vph) 16 330 37 122 218 11 117 32 266 11 v/c Ratio 0.12 0.80 0.25 0.25 0.23 0.03 0.27 0.02 0.66 0.02 Control Delay 40.0 45.4 40.9 23.0 1.6 28.9 30.7 0.0 38.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.0 45.4 40.9 23.0 1.6 28.9 30.7 0.0 38.8 0.1 Queue Length 50th (ft) 8 163 19 43 0 5 55 0 136 0 Queue Length 95th (ft) 28 #297 49 102 20 19 107 0 #257 0 Internal Link Dist (ft) 394 179 500 964 Turn Bay Length (ft) 150 125 80 50 90 Base Capacity (vph) 214 493 201 572 997 405 427 1564 405 462 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.67 0.18 0.21 0.22 0.03 0.27 0.02 0.66 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Transpo Group Synchro 10 Report 155 336 HCM 6th Signalized Intersection Summary Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Existing (2020) PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'I ) I. r* 'I 4 r 4 r* Traffic Volume (veh/h) 15 265 45 35 115 205 10 110 30 150 100 10 Future Volume (veh/h) 15 265 45 35 115 205 10 110 30 150 100 10 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/In 1796 1796 1796 1693 1693 1693 1870 1870 1870 1663 1663 1663 Adj Flow Rate, veh/h 16 282 48 37 122 218 11 117 0 160 106 0 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, % 7 7 7 14 14 14 2 2 2 16 16 16 Cap, veh/h 32 328 56 57 399 707 412 433 250 165 Arrive On Green 0.02 0.22 0.22 0.04 0.24 0.24 0.23 0.23 0.00 0.26 0.26 0.00 SatFlow,veh/h 1711 1496 255 1612 1693 1434 1781 1870 1585 971 643 1409 Grp Volume(v), veh/h 16 0 330 37 122 218 11 117 0 266 0 0 Grp Sat Flow(s),veh/h/In 1711 0 1750 1612 1693 1434 1781 1870 1585 1614 0 1409 Q Serve(g_s), s 0.7 0.0 14.1 1.8 4.6 7.1 0.4 4.0 0.0 11.4 0.0 0.0 Cycle Q Clear(g_c), s 0.7 0.0 14.1 1.8 4.6 7.1 0.4 4.0 0.0 11.4 0.0 0.0 Prop In Lane 1.00 0.15 1.00 1.00 1.00 1.00 0.60 1.00 Lane Grp Cap(c), veh/h 32 0 384 57 399 707 412 433 415 0 V/C Ratio(X) 0.50 0.00 0.86 0.65 0.31 0.31 0.03 0.27 0.64 0.00 Avail Cap(c_a), veh/h 220 0 495 207 478 774 412 433 415 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.8 0.0 29.2 37.1 24.5 11.8 23.1 24.5 0.0 25.7 0.0 0.0 Incr Delay (d2), s/veh 11.4 0.0 11.6 11.7 0.4 0.2 0.1 1.5 0.0 7.4 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.4 0.0 6.9 0.9 1.8 3.6 0.2 1.9 0.0 5.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.2 0.0 40.8 48.8 24.9 12.0 23.3 26.1 0.0 33.1 0.0 0.0 LnGrp LOS D A D D C B C C C A Approach Vol, veh/h 346 377 128 A 266 A Approach Delay, s/veh 41.2 19.8 25.8 33.1 Approach LOS D B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.0 7.8 22.1 25.0 6.5 23.4 Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s 5.0 5.0 5.0 18.0 10.0 22.0 6.0 3.8 16.1 5.0 5.0 5.0 20.0 10.0 22.0 13.4 2.7 9.1 Green Ext Time (p_c), s 0.4 0.0 1.0 0.8 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 30.3 HCM 6th LOS C Notes Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Transpo Group Synchro 10 Report 156 337 HCM 6th TWSC 3: Interurban Ave S & Access Roadway Tukwila 42nd Ave Bridge Replacement Existing (2020) PM Peak Hour Intersection Int Delay, s/veh Movement 0.7 EBL EBT WBT WBR SBL SB Lane Configurations 44 I jr Traffic Vol, veh/h _ 5 440 345 10 35 10 Future Vol, veh/h 5 440 345 10 35 10 Conflicting Peds, #/hr 1 0 0 1 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - 55 0 Veh in Median Storage, # - 0 0 - 0 Grade, % 0 0 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 12 12 17 17 8 8 Mvmt Flow 5 473 371 11 38 11 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 383 0 - 0 626 193 Stage 1 378 Stage 2 248 - Critical Hdwy 4.34 6.96 7.06 Critical Hdwy Stg 1 5.96 - Critical Hdwy Stg 2 - 5.96 - Follow-up Hdwy 2.32 - 3.58 3.38 Pot Cap -1 Maneuver 1104 - 403 798 Stage 1 - 645 Stage 2 - 753 Platoon blocked, Mov Cap -1 Maneuver 1103 - 400 796 Mov Cap -2 Maneuver - - 496 Stage 1 - 641 Stage 2 - 752 Approach EB WB SB HCM Control Delay, s 0.1 0 12.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1103 - - - 496 796 HCM Lane V/C Ratio 0.005 - 0.076 0.014 HCM Control Delay (s) 8.3 - 12.9 9.6 HCM Lane LOS A - B A HCM 95th %tile Q(veh) 0 - 0.2 0 Transpo Group Synchro 10 Report 157 338 Attachment E: Intersection Concepts 158 339 340 12.5 50 0 Notes: 25 75 1. Improvements shown are preliminary and subject to change during the course of design. 2. Not all improvements necessary to complete the work are shown. Match existing channelization _ I 12.3FT 12.3FT Match existing channelization 42nd Ave S Match existing channelization Stop sign Match existing channelization S 124th St bridge Proposed Type PS pole with countdown pedestrian signal head and APS pedestrian pushbutton (typ.) Proposed mountable concrete aprons to accommodate WB -67 truck movements (typ.) Proposed combined traffic signal controller and service cabinets. Proposed connection to Green River Trail Green River Trail Proposed pedestrian hand railing (typ.) y _I 12.3FT Proposed Type III signal pole, mast arm, and associated signal equipment. Conceptual Traffic Signal Layout - Interurban Ave S & S 124th St Bridge - Option 1 1.20133 -Tukwila 42nd Ave S Bridge Replacement Nov 01, 2021 - 3039pm chrlsc M1\20\120133,00 - Tukwila S 42nd Ave Bridge Replacement\Engineering\CAD\Conceptual\20133-TG-CDNCEPT-INTERURBAN & 124TH.dwg Layout: Traffic Signal Interurban Ave S 12.JFT Proposed pavement widening to accommodate WB -67 truck movements SR 599 November 1, 2021 transpogroup �4 WHAT TRANSPORTATION CAN BE. FIGURE 159 1 W fV Options 1 & 2 involve the removal of the existing 42nd Ave S bridge, with its replacement located at S 124th St Maintain and protect existing Type III signal pole, mast arm, and associated equipment. Replace existing vehicle signal heads and street name sign to accommodate proposed channelization and signal phasing. Install hybrid radar/video detection camera. Remove existing pedestrian signal heads and pushbuttons. Remove existing R3 -5R regulatory sign. Proposed extension of existing sidewalk across north leg of intersection Maintain and protect existing Type III signal pole, mast arm, and associated equipment. Install hybrid radar/video detection camera. Remove existing pedestrian signal heads and pushbuttons. Maintain and protect existing traffic signal controller cabinet, service cabinet, and junction boxes (typ.) Proposed connection to Green River Trail 0 25 50 100 Scale In Feet O O a Notes: Proposed Type PS pole with countdown pedestrian signal head and APS pedestrian pushbutton (typ.) Remove existing Type II signal pole, mast arm, foundation, and associated equipment 1. Improvements shown are preliminary and subject to change during the course of design. 1 O O o- -23 Yield/Do Not Enter sign 2. Not all improvements necessary to complete the work are shown. '- Proposed modifications to existing island to accommodate proposed channelization Maintain and protect existing Type III signal pole, mast arm, and associated equipment. Replace existing vehicle signal heads and street name sign to accommodate proposed channelization and signal phasing. Install hybrid radar/video detection camera. Remove and replace existing pedestrian signal heads and pushbuttons with countdown pedestrian signal head and APS pedestrian pushbutton. Conceptual Traffic Signal and Channelization Layout - Interurban Ave S & 42nd Ave S - Option 1 3. Roadway/intersection illumination improvements have not been evaluated at this point. 4. Existing traffic signal system, including existing traffic signal controller cabinet, service cabinet, conduits, junction boxes, and traffic signal poles/foundations have not been evaluated at this point. Match existing channelization 1.20133.00 - Tukwila 42nd Ave S Bridge Replacement Feb 15, 2021 - 11,41an Justin \\srv-dfs-wa\Protects\20\1.20133.00 - Tukwila S 42nd Ave Bridge Replacement\Engineering\CAD\Conceptual\20133-TG-CONCEPT-INTERURBAN&42ND-OPT1&2,dwg Layout. Option 1 lnterUrb,, eke S Match existing channelization February 15, 2021 transpo WHAT TRANSPORTATION CAN BE. r J FIGURE 160 2 12.5 0 Notes: 25 50 75 1. Improvements shown are preliminary and subject to change during the course of design. 2. Not all improvements necessary to complete the work are shown. Match existing channelization 12.JFT 12.3FT Match existing channelization 42nd Ave S Match existing channelization Stop sign Match existing channelization Proposed S 124th St bridge Proposed pedestrian hand railing (typ.) Green River Trail connection to Green River Trail Conceptual Roundabout Layout - Interurban Ave S & S 124th St Bridge - Option 2 1.20133 - Tukwila 42nd Ave S Bridge Replacement CO Feb 17, 2021 - 12,44am Dalnanln M,\20\1.20133.00 - Tukwila S 42nd Ave Bridge Replacerient\Engineering\CAD\Conceptual\20133-TG-CONCEPT-INTERURBAN & 124TH.dwg Layout, Roundabout SR 599 123FT Interurban Ave S 12.3FT February 17, 2021 FIGURE transpogroup cir WHAT TRANSPORTATION CAN BE. 161 1 Options 1 & 2 involve the removal of the existing 42nd Ave S bridge, with its replacement located at S 124th St Maintain and protect existing Type III signal pole, mast arm, and associated equipment. Replace existing vehicle signal heads and street name sign to accommodate proposed channelization and signal phasing. Install hybrid radar/video detection camera. Remove existing pedestrian signal heads and pushbuttons. Remove existing R3 -5R regulatory sign. Proposed extension of existing sidewalk across north leg of intersection Maintain and protect existing Type III signal pole, mast arm, and associated equipment. Install hybrid radar/video detection camera. Remove existing pedestrian signal heads and pushbuttons. Maintain and protect existing traffic signal controller cabinet, service cabinet, and junction boxes (typ.) Proposed connection to Green River Trail 0 25 50 100 Scale In Feet ;OAT Notes: Proposed Type PS pole with countdown pedestrian signal head and APS pedestrian pushbutton (typ.) Remove existing Type II signal pole, mast arm, foundation, and associated equipment 1. Improvements shown are preliminary and subject to change during the course of design. 1 O O o- -23 Yield/Do Not Enter sign 2. Not all improvements necessary to complete the work are shown. '- Proposed modifications to existing island to accommodate proposed channelization Maintain and protect existing Type III signal pole, mast arm, and associated equipment. Replace existing vehicle signal heads and street name sign to accommodate proposed channelization and signal phasing. Install hybrid radar/video detection camera. Remove and replace existing pedestrian signal heads and pushbuttons with countdown pedestrian signal head and APS pedestrian pushbutton. Conceptual Traffic Signal and Channelization Layout - Interurban Ave S & 42nd Ave S - Option 2 1.20133.00 - Tukwila 42nd Ave S Bridge Replacement 3. Roadway/intersection illumination improvements have not been evaluated at this point. 4. Existing traffic signal system, including existing traffic signal controller cabinet, service cabinet, conduits, junction boxes, and traffic signal poles/foundations have not been evaluated at this point. Match existing channelization Feb 15. 2021 - 11.39am Justfrc \\srv-dfs-wa\Protects\20\1.20133.00 - Tukwila S 42nd Ave Bridge Replacement\Engineering\CAD\Conceptual\20133-TG-CONCEPT-INTERURBAN&42ND-OPT1&2.dwg Layout. Option 2 I2.0P7. 0P7 �2• lnteturb,, eke S February 15, 2021 Match existing channelization FIGURE 162 2 transpo WHAT TRANSPORTATION CAN BE. r J Attachment F: Future (2040) LOS and Queue Worksheets 163 345 HCM 6th AWSC Tukwila 42nd Ave Bridge Replacement 1: 42nd Ave S & S 124th St Future (2040) No Action PM Peak Hour Intersection Intersection Delay, s/veh 13.5 Intersection LOS B Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 285 30 65 355 70 45 Future Vol, veh/h 285 30 65 355 70 45 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, % 17 17 13 13 4 4 Mvmt Flow 288 30 66 359 71 45 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 — 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 M 1 M 0 HCM Control Delay 14.3 13.8 9.9 HCM LOS ' B B A Lane INNT- NBLn1 WBLn1 SBLn1 Vol Left, % _ 0% 90% 61% Vol Thru, % 15% 0% 39% Vol Right, % 85% 10% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 420 315 115 LT Vol 0 285 70 Through Vol 65 0 45 RT Vol 355 30 0 Lane Flow Rate 424 318 116 Geometry Grp 1 1 1 Degree of Util (X) 0.565 0.502 0.182 Departure Headway (Hd) 4.791 5.678 5.637 Convergence, Y/N Yes Yes Yes Cap 759 636 637 Service Time 2.791 3.706 3.674 HCM Lane V/C Ratio 0.559 0.5 0.182 HCM Control Delay 13.8 14.3 9.9 HCM Lane LOS ' B B A HCM 95th -tile Q 3.6 2.8 0.7 Transpo Group Synchro 10 Report 164 346 Timings Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Future (2040) No Action PM Peak Hour Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBT SBR Lane Configurations vi r* 4 r* Traffic Volume (vph) 20 335 45 145 260 15 140 40 125 15 Future Volume (vph) 20 335 45 145 260 15 140 40 125 15 Turn Type Prot NA Prot NA pt+ov Split NA Free NA Perm Protected Phases 7 4 3 8 8 6 2 2 6 Permitted Phases Free 6 Detector Phase 7 4 3 8 8 6 2 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 23.0 15.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 15.0 26.0 15.0 26.0 24.0 24.0 25.0 25.0 Total Split (%) 16.7% 28.9% 16.7% 28.9% 26.7% 26.7% 27.8% 27.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None Max Max Max Max Act Effct Green (s) 6.7 21.2 7.8 24.3 47.6 19.1 19.1 83.5 20.2 20.2 Actuated g/C Ratio 0.08 0.25 0.09 0.29 0.57 0.23 0.23 1.00 0.24 0.24 v/c Ratio 0.16 0.93 0.33 0.32 0.30 0.04 0.35 0.03 0.87 0.04 Control Delay 40.6 61.4 43.0 26.8 1.8 28.4 31.5 0.0 57.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 61.4 43.0 26.8 1.8 28.4 31.5 0.0 57.1 0.1 LOS D E D C A C C A E A Approach Delay 60.4 14.0 24.7 54.5 Approach LOS E B C D Intersection Summary Cycle Length: 90 Actuated Cycle Length: 83.5 Natural Cycle: 85 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 38.9 Intersection Capacity Utilization 73.9% Analysis Period (min) 15 Splits and Phases: 2: 42nd Ave S & Interurban Ave S Intersection LOS: D ICU Level of Service D Transpo Group Synchro 10 Report 165 347 Phasings Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Future (2040) No Action PM Peak Hour -IP 1r Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBT SBR Protected Phases 7 4 3 8 8 6 2 2 6 Permitted Phases Free 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 15.0 23.0 15.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 15.0 26.0 15.0 26.0 24.0 24.0 25.0 25.0 Total Split (%) 16.7% 28.9% 16.7% 28.9% 26.7% 26.7% 27.8% 27.8% Maximum Green (s) 10.0 21.0 10.0 21.0 19.0 19.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 3.0 3.0 0.0 0.0 3.0 3.0 0.0 0.0 3.0 3.0 0.0 0.0 3.0 3.0 0.0 0.0 Recall Mode None None None None Max Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 90th %ile Green (s) 8.4 21.0 10.0 22.6 19.0 19.0 20.0 20.0 90th %ile Term Code Gap Max Max Hold MaxR MaxR MaxR MaxR 70th %ile Green (s) 7.3 21.0 9.3 23.0 ' 19.0 19.0 20.0 20.0 70th %ile Term Code Gap Max Gap Hold MaxR MaxR MaxR MaxR 50th %ile Green (s) 0.0 21.0 8.0 34.0 19.0 19.0 20.0 20.0 50th %ile Term Code Skip Max Gap Hold MaxR MaxR MaxR MaxR 30th %ile Green (s) 0.0 21.0 0.0 21.0 - 19.0 19.0 20.0 20.0 30th %ile Term Code Skip Max Skip Hold MaxR MaxR MaxR MaxR 10th %ile Green (s) 0.0 21.0 0.0 21.0 19.0 19.0 20.0 20.0 10th %ile Term Code Skip Max Skip Hold MaxR MaxR MaxR MaxR Intersection Summary Cycle Length: 90 Actuated Cycle Length: 83.5 Control Type: Actuated -Uncoordinated 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 89.3 50th %ile Actuated Cycle: 88 30th %ile Actuated Cycle: 75 10th %ile Actuated Cycle: 75 Transpo Group Synchro 10 Report 166 348 Queues Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Future (2040) No Action PM Peak Hour t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBT SBR Lane Group Flow (vph) 21 415 48 154 277 16 149 43 335 16 v/c Ratio 0.16 0.93 0.33 0.32 0.30 0.04 0.35 0.03 0.87 0.04 Control Delay 40.6 61.4 43.0 26.8 1.8 28.4 31.5 0.0 57.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 61.4 43.0 26.8 1.8 28.4 31.5 0.0 57.1 0.1 Queue Length 50th (ft) 11 225 25 57 0 7 71 0 183 0 Queue Length 95th (ft) 34 #428 60 128 23 24 129 0 #354 0 Internal Link Dist (ft) 394 179 500 964 Turn Bay Length (ft) 150 125 80 50 90 Base Capacity (vph) 203 447 191 485 927 405 427 1564 384 446 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.93 0.25 0.32 0.30 0.04 0.35 0.03 0.87 0.04 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Transpo Group Synchro 10 Report 167 349 HCM 6th Signalized Intersection Summary Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Future (2040) No Action PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r* 4 r* Traffic Volume (veh/h) 20 335 55 45 145 260 15 140 40 190 125 15 Future Volume (veh/h) 20 335 55 45 145 260 15 140 40 190 125 15 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/In 1796 1796 1796 1693 1693 1693 1870 1870 1870 1663 1663 1663 Adj Flow Rate, veh/h 21 356 59 48 154 277 16 149 0 202 133 0 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, % 7 7 7 14 14 14 2 2 2 16 16 16 Cap, veh/h 40 379 63 65 455 730 406 426 234 154 Arrive On Green 0.02 0.25 0.25 0.04 0.27 0.27 0.23 0.23 0.00 0.24 0.24 0.00 SatFlow,veh/h 1711 1502 249 1612 1693 1434 1781 1870 1585 973 641 1409 Grp Volume(v), veh/h 21 0 415 48 154 277 16 149 0 335 0 0 Grp Sat Flow(s),veh/h/In 1711 0 1751 1612 1693 1434 1781 1870 1585 1614 0 1409 Q Serve(g_s), s 1.0 0.0 19.4 2.5 6.1 9.8 0.6 5.6 0.0 16.6 0.0 0.0 Cycle Q Clear(g_c), s 1.0 0.0 19.4 2.5 6.1 9.8 0.6 5.6 0.0 16.6 0.0 0.0 Prop In Lane 1.00 0.14 1.00 1.00 1.00 1.00 0.60 1.00 Lane Grp Cap(c), veh/h 40 0 441 65 455 730 406 426 387 0 V/C Ratio(X) 0.53 0.00 0.94 0.74 0.34 0.38 0.04 0.35 0.86 0.00 Avail Cap(c_a), veh/h 205 0 441 193 455 730 406 426 387 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 40.3 0.0 30.6 39.6 24.5 12.5 25.1 27.0 0.0 30.4 0.0 0.0 Incr Delay (d2), s/veh 10.6 0.0 28.4 15.1 0.4 0.3 0.2 2.3 0.0 21.9 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 11.3 1.2 2.4 4.9 0.3 2.7 0.0 8.6 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.9 0.0 58.9 54.7 24.9 12.8 25.2 29.2 0.0 52.3 0.0 0.0 LnGrp LOS D A E D C B C C D A Approach Vol, veh/h 436 479 165 A 335 A Approach Delay, s/veh 58.6 20.9 28.9 52.3 Approach LOS E C C D Timer - Assigned Phs 350 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 24.0 8.4 26.0 25.0 6.9 27.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 10.0 21.0 20.0 10.0 21.0 Max Q Clear Time (g_c+I1), s 7.6 4.5 21.4 18.6 3.0 11.8 Green Ext Time (p_c), s 0.6 0.0 0.0 0.3 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 40.9 HCM 6th LOS D Notes Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. Transpo Group Synchro 10 Report 168 HCM 6th TWSC 3: Interurban Ave S & Access Roadway Tukwila 42nd Ave Bridge Replacement Future (2040) No Action PM Peak Hour Intersection Int Delay, s/veh Movement 0.8 EBL EBT WBT WBR SBL SB Lane Configurations 44 I jr Traffic Vol, veh/h _ 5 560 435 15 45 15 Future Vol, veh/h 5 560 435 15 45 15 Conflicting Peds, #/hr 1 0 0 1 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - 55 0 Veh in Median Storage, # - 0 0 - 0 Grade, % 0 0 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 12 12 17 17 8 8 Mvmt Flow 5 602 468 16 48 16 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 485 0 - 0 789 244 Stage 1 477 Stage 2 312 - Critical Hdwy 4.34 6.96 7.06 Critical Hdwy Stg 1 5.96 - Critical Hdwy Stg 2 - 5.96 - Follow-up Hdwy 2.32 - 3.58 3.38 Pot Cap -1 Maneuver 1007 - 316 739 Stage 1 - 573 Stage 2 - 698 Platoon blocked, Mov Cap -1 Maneuver 1006 - 314 738 Mov Cap -2 Maneuver - - 427 Stage 1 - 570 Stage 2 - 697 Approach EB WB SB HCM Control Delay, s 0.1 0 13.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1006 - - - 427 738 HCM Lane V/C Ratio 0.005 - 0.113 0.022 HCM Control Delay (s) 8.6 - 14.5 10 HCM Lane LOS A - B B HCM 95th %tile Q(veh) 0 - 0.4 0.1 Transpo Group Synchro 10 Report 169 351 HCM 6th TWSC Tukwila 42nd Ave Bridge Replacement 1: S 124th St & 42nd Ave S Future (2040) Option 1 PM Peak Hour Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT giME Lane Configurations Traffic Vol, veh/h 65 370 5 0 290 15 5 5 5 45 5 45 Future Vol, veh/h 65 370 5 0 290 15 5 5 5 45 5 45 Conflicting Peds, #/hr 0 0 0 0 0 2 0 0 0 2 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - - None - - None - - None Storage Length - Veh in Median Storage, # 0 0 0 0 - Grade, % 0 0 0 0 Peak Hour Factor 92 92 92 92 92 99 92 92 92 99 92 92 Heavy Vehicles, % 17 17 17 17 17 17 13 13 13 4 4 4 Mvmt Flow 71 402 5 0 315 15 5 5 5 45 5 49 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 332 0 0 407 0 0 897 879 407 879 874 325 Stage 1 547 547 325 325 Stage 2 350 332 554 549 - Critical Hdwy 4.27 - 4.27 7.23 6.63 6.33 7.14 6.54 6.24 Critical Hdwy Stg 1 6.23 5.63 - 6.14 5.54 - Critical Hdwy Stg 2 6.23 5.63 - 6.14 5.54 - Follow-up Hdwy 2.353 - 2.353 - 3.617 4.117 3.417 3.536 4.036 3.336 Pot Cap -1 Maneuver 1148 - 1075 - 249 275 621 266 286 712 Stage 1 - 502 500 - 683 645 Stage 2 - 644 625 513 513 Platoon blocked, Mov Cap -1 Maneuver 1146 - 1075 - 214 252 620 243 263 711 Mov Cap -2 Maneuver - - 214 252 - 243 263 Stage 1 - 462 460 - 627 644 Stage 2 - 595 624 - 461 472 Approach EB WB NB SB HCM Control Delay, s 1.2 18 18.7 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 293 1146 - - 1075 - - 361 HCM Lane V/C Ratio 0.056 0.062 - 0.276 HCM Control Delay (s) 18 8.3 0 0 - 18.7 HCM Lane LOS C A A A - C HCM 95th %tile Q(veh) 0.2 0.2 0 - 1.1 Transpo Group Synchro 10 Report 170 352 Timings Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Future (2040) Option 1 PM Peak Hour Lane Group EBT WBL WBT NBL NBR Lane Configurations 1 Traffic Volume (vph) 525 45 405 155 40 Future Volume (vph) 525 45 405 155 40 Turn Type NA Prot NA Prot Perm Protected Phases 2 1 6 3 Permitted Phases 8 Detector Phase 2 1 6 3 8 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 23.0 15.0 23.0 15.0 23.0 Total Split (s) 32.0 15.0 47.0 23.0 23.0 Total Split (%) 45.7% 21.4% 67.1% 32.9% 32.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None None Max None Max Act Effct Green (s) 33.8 7.6 42.0 18.0 18.0 Actuated g/C Ratio 0.48 0.11 0.60 0.26 0.26 v/c Ratio 0.47 0.28 0.43 0.36 0.10 Control Delay 13.4 32.2 9.2 24.1 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 32.2 9.2 24.1 7.8 LOS BC A C A Approach Delay 13.4 11.5 20.7 Approach LOS B B C Intersection Summary Cycle Length: 70 Actuated Cycle Length: 70 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 13.8 Intersection Capacity Utilization 45.5% Analysis Period (min) 15 Splits and Phases: 2: 42nd Ave S & Interurban Ave S Intersection LOS: B ICU Level of Service A Transpo Group Synchro 10 Report 171 353 Phasings Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Future (2040) Option 1 PM Peak Hour Lane Group EBT WBL WBT NBL NBR Protected Phases 2 1 6 3 Permitted Phases 8 Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Maximum Green (s) 5.0 5.0 5.0 5.0 5.0 23.0 15.0 23.0 15.0 23.0 32.0 15.0 47.0 23.0 23.0 45.7% 21.4% 67.1% 32.9% 32.9% 27.0 10.0 42.0 18.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None Max None Max Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 90th %ile Green (s) 27.0 10.0 42.0 18.0 18.0 90th %ile Term Code Max Max MaxR Hold MaxR 70th %ile Green (s) 28.4 8.6 42.0 18.0 18.0 70th %ile Term Code Hold Gap MaxR Hold MaxR 50th %ile Green (s) 29.5 7.5 42.0 18.0 18.0 50th %ile Term Code Hold Gap MaxR Hold MaxR 30th %ile Green (s) 42.0 0.0 42.0 18.0 18.0 30th %ile Term Code Hold Skip MaxR Hold MaxR 10th %ile Green (s) 42.0 0.0 42.0 18.0 18.0 10th %ile Term Code Hold Skip MaxR Hold MaxR Intersection Summary Cycle Length: 70 Actuated Cycle Length: 70 Control Type: Actuated -Uncoordinated 90th %ile Actuated Cycle: 70 70th %ile Actuated Cycle: 70 50th %ile Actuated Cycle: 70 30th %ile Actuated Cycle: 70 10th %ile Actuated Cycle: 70 Transpo Group Synchro 10 Report 172 354 Queues Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Future (2040) Option 1 PM Peak Hour Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 750 48 431 165 43 v/c Ratio 0.47 0.28 0.43 0.36 0.10 Control Delay 13.4 32.2 9.2 24.1 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 32.2 9.2 24.1 7.8 Queue Length 50th (ft) 107 19 89 58 0 Queue Length 95th (ft) 168 47 146 109 22 Internal Link Dist (ft) 1009 179 500 Turn Bay Length (ft) 125 80 50 Base Capacity (vph) 1606 226 1000 455 433 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.47 0.21 0.43 0.36 0.10 Intersection Summary Transpo Group Synchro 10 Report 173 355 HCM 6th Signalized Intersection Summary Tukwila 42nd Ave Bridge Replacement 2: 42nd Ave S & Interurban Ave S Future (2040) Option 1 PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations + 'I 4 'I r* Traffic Volume (veh/h) 525 180 45 405 155 40 Future Volume (veh/h) 525 180 45 405 155 40 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/In 1796 1796 1693 1693 1870 1870 Adj Flow Rate, veh/h 559 191 48 431 165 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 7 7 14 14 2 2 Cap, veh/h 1449 493 74 1203 214 Arrive On Green 0.58 0.58 0.05 0.71 0.12 0.00 Sat Flow, veh/h 2588 851 1612 1693 1781 1585 Grp Volume(v), veh/h 381 369 48 431 165 0 Grp Sat Flow(s),veh/h/In 1706 1643 1612 1693 1781 1585 Q Serve(g_s), s 7.1 7.2 1.7 5.8 5.3 0.0 Cycle Q Clear(g_c), s 7.1 7.2 1.7 5.8 5.3 0.0 Prop In Lane 0.52 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 989 953 74 1203 214 V/C Ratio(X) 0.39 0.39 0.65 0.36 0.77 Avail Cap(c_a), veh/h 989 953 273 1203 542 HCM Platoon Ratio 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 0.00 Uniform Delay (d), s/veh 6.7 6.7 27.7 3.3 25.2 0.0 lncr Delay (d2), s/veh 0.2 0.3 9.0 0.8 5.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.0 2.0 0.8 1.4 2.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.0 7.0 36.7 4.2 31.0 0.0 LnGrp LOS A A D A C Approach Vol, veh/h 750 479 165 A Approach Delay, s/veh 7.0 7.4 31.0 Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.7 39.3 47.0 12.1 Change Period (Y+Rc), s 5.0 5.0 Max Green Setting (Gmax), s 10.0 27.0 Max Q Clear Time (g_c+I1), s 3.7 9.2 5.0 42.0 7.8 5.0 18.0 7.3 Green Ext Time (p_c), s 0.0 4.6 3.0 0.3 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. Transpo Group Synchro 10 Report 174 356 HCM 6th TWSC 3: Interurban Ave S & Access Roadway Tukwila 42nd Ave Bridge Replacement Future (2040) Option 1 PM Peak Hour Intersection Int Delay, s/veh Movement 0.8 EBL EBT WBT WBR SBL SB Lane Configurations ft jr Traffic Vol, veh/h _ 5 560 435 15 45 15 Future Vol, veh/h 5 560 435 15 45 15 Conflicting Peds, #/hr 1 0 0 1 1 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 50 - - 55 0 Veh in Median Storage, # - 0 0 - 0 Grade, % 0 0 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 12 12 17 17 8 8 Mvmt Flow 5 602 468 16 48 16 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 485 0 0 789 478 Stage 1 - 477 Stage 2 312 - Critical Hdwy 4.28 6.72 6.32 Critical Hdwy Stg 1 5.52 Critical Hdwy Stg 2 5.92 - Follow-up Hdwy 2.314 - 3.576 3.376 Pot Cap -1 Maneuver 1017 - 333 572 Stage 1 - 608 Stage 2 - 701 Platoon blocked, Mov Cap -1 Maneuver 1016 - 331 571 Mov Cap -2 Maneuver - - 445 Stage 1 - 604 Stage 2 - 700 Approach EB WB SB HCM Control Delay, s 0.1 0 13.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 1016 - - - 445 571 HCM Lane V/C Ratio 0.005 - 0.109 0.028 HCM Control Delay (s) 8.6 - 14.1 11.5 HCM Lane LOS A - B B HCM 95th %tile Q(veh) 0 - 0.4 0.1 Transpo Group Synchro 10 Report 175 357 Timings Tukwila 42nd Ave Bridge Replacement 4: Interurban Ave S & S 124th St II Future (2040) Option 1 PM Peak Hour te- Lane Group WBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 315 160 40 390 Future Volume (vph) 315 160 40 390 Turn Type Prot NA Perm NA Protected Phases 8 2 6 Permitted Phases 6 Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 Total Split (s) 25.0 35.0 35.0 35.0 Total Split (%) 41.7% 58.3% 58.3% 58.3% Yellow Time (s) 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 Lead/Lag Lead -Lag Optimize? Recall Mode None Max Max Max Act Effct Green (s) 17.0 31.1 31.1 Actuated g/C Ratio 0.30 0.54 0.54 v/c Ratio 0.79 0.62 0.54 Control Delay 31.1 8.0 12.4 Queue Delay 0.0 0.0 0.0 Total Delay 31.1 8.0 12.4 LOS C A B Approach Delay 31.1 8.0 12.4 Approach LOS C A B Intersection Summary Cycle Length: 60 Actuated Cycle Length: 57.1 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 15.4 Intersection Capacity Utilization 80.3% Analysis Period (min) 15 Splits and Phases: 4: Interurban Ave S & S 124th St Intersection LOS: B ICU Level of Service D Transpo Group 358 Synchro 10 Report 176 Phasings Tukwila 42nd Ave Bridge Replacement 4: Interurban Ave S & S 124th St Future (2040) Option 1 PM Peak Hour Lane Group WBL NBT SBL SBT Protected Phases 8 2 6 Permitted Phases 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 Total Split (s) 25.0 35.0 35.0 35.0 Total Split (%) 41.7% 58.3% 58.3% 58.3% Maximum Green (s) 20.5 30.5 30.5 30.5 Yellow Time (s) 3.5 3.5 3.5 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 Recall Mode None Max Max Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 90th %ile Green (s) 20.5 30.5 30.5 30.5 90th %ile Term Code Max MaxR MaxR MaxR 70th %ile Green (s) 20.5 30.5 30.5 30.5 70th %ile Term Code Max MaxR MaxR MaxR 50th %ile Green (s) 18.4 30.5 30.5 30.5 50th %ile Term Code Gap MaxR MaxR MaxR 30th %ile Green (s) 15.0 30.5 30.5 30.5 30th %ile Term Code Gap MaxR MaxR MaxR 10th %ile Green (s) 11.1 32.8 32.8 32.8 10th %ile Term Code Gap Dwell Dwell Dwell Intersection Summary Cycle Length: 60 Actuated Cycle Length: 57.1 Control Type: Actuated -Uncoordinated 90th %ile Actuated Cycle: 60 70th %ile Actuated Cycle: 60 50th %ile Actuated Cycle: 57.9 30th %ile Actuated Cycle: 54.5 10th %ile Actuated Cycle: 52.9 Transpo Group Synchro 10 Report 177 359 Queues Tukwila 42nd Ave Bridge Replacement 4: Interurban Ave S & S 124th St Future (2040) Option 1 PM Peak Hour Lane Group WBL NBT SBT Lane Group Flow (vph) 362 596 458 v/c Ratio 0.79 0.62 0.54 Control Delay 31.1 8.0 12.4 Queue Delay 0.0 0.0 0.0 Total Delay 31.1 8.0 12.4 Queue Length 50th (ft) 108 53 97 Queue Length 95th (ft) #202 154 187 Internal Link Dist (ft) 274 1009 238 Turn Bay Length (ft) Base Capacity (vph) 557 960 842 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.65 0.62 0.54 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Transpo Group Synchro 10 Report 178 360 HCM 6th Signalized Intersection Summary Tukwila 42nd Ave Bridge Replacement 4: Interurban Ave S & S 124th St Future (2040) Option 1 PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations * 4 Traffic Volume (veh/h) 315 25 160 400 40 390 Future Volume (veh/h) 315 25 160 400 40 390 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/In 1648 1648 1693 1693 1707 1707 Adj Flow Rate, veh/h 335 27 170 426 43 415 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 17 17 14 14 13 13 Cap, veh/h 388 31 241 604 112 818 Arrive On Green 0.27 0.27 0.56 0.56 0.56 0.56 Sat Flow, veh/h 1435 116 428 1072 70 1451 Grp Volume(v), veh/h 363 0 0 596 458 0 Grp Sat Flow(s),veh/h/In 1555 0 0 1500 1521 0 Q Serve(g_s), s 12.0 0.0 0.0 15.6 0.7 0.0 Cycle Q Clear(g_c), s 12.0 0.0 0.0 15.6 16.3 0.0 Prop In Lane 0.92 0.07 0.71 0.09 Lane Grp Cap(c), veh/h 420 0 0 845 930 0 V/C Ratio(X) 0.86 0.00 0.00 0.71 0.49 0.00 Avail Cap(c_a), veh/h 589 0 0 845 930 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 18.8 0.0 0.0 8.6 7.1 0.0 lncr Delay (d2), s/veh 9.3 0.0 0.0 4.9 1.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.9 0.0 0.0 4.8 2.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.1 0.0 0.0 13.5 9.0 0.0 LnGrp LOS C A A B A A Approach Vol, veh/h 363 596 458 Approach Delay, s/veh 28.1 13.5 9.0 Approach LOS C B A Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s 35.0 35.0 19.1 4.5 4.5 4.5 30.5 30.5 20.5 17.6 18.3 14.0 Green Ext Time (p_c), s 3.6 2.4 0.7 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Transpo Group Synchro 10 Report 179 361 180 362 MOVEMENT SUMMARY V Site: 101 [Interurban Ave S/S 124th St] 2040 Option 2 Weekday PM Peak Hour Site Category: (None) Roundabout Movement Performance - Vehicles Mov Turn Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Aver. No. Average ID Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed veh/h % v/c sec veh ft mph South: Interurban Ave S 8 T1 18 R2 Approach 170 14.0 0.534 426 14.0 0.534 596 14.0 0.534 4.4 LOS A 4.5 LOS A 4.5 LOS A 4.7 4.7 4.7 129.8 129.8 129.8 0.32 0.32 0.32 0.44 0.44 0.44 0.32 0.32 0.32 36.9 35.7 36.0 East: S 124th St 1 L2 335 17.0 0.378 11.4 LOS B 2.2 62.8 0.46 0.67 0.46 33.6 16 R2 27 17.0 0.378 5.5 LOS A 2.2 62.8 0.46 0.67 0.46 32.7 Approach 362 17.0 0.378 11.0 LOS B 2.2 62.8 0.46 0.67 0.46 33.5 North: Interurban Ave S 7 L2 43 13.0 0.543 13.8 LOS B 4.1 114.2 0.71 0.78 0.78 35.0 4 T1 415 13.0 0.543 7.8 LOS A 4.1 114.2 0.71 0.78 0.78 35.1 Approach 457 13.0 0.543 8.4 LOS A 4.1 114.2 0.71 0.78 0.78 35.1 All Vehicles 1415 14.4 0.543 7.4 LOS A 4.7 129.8 0.48 0.61 0.50 35.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap -Acceptance Capacity: SIDRA Standard (Akgelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 I Copyright © 2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: THE TRANSPO GROUP I Processed: Friday, January 8, 2021 11:37:26 AM Project: M:\20\1.20133.00 - Tukwila S 42nd Ave Bridge Replacement\TrafficAnalysis\Traffic Operations\2040 Option 2.sip8 181 363 Attachment G: Signal Warrant Volumes and Worksheets 364 182 Warrants Summary Page 1 of 2 Warrants Summary Information Analyst Agency/Co Date Performed Project ID East/West Street File Name Transpo Group Transpo Group 1/6/2021 1.20133.00 S 124th St 42nd Ave S & S 124th St - Forecast 2040.xhy Intersection Jurisdiction Units Time Period Analyzed North/South Street Major Street 42nd Ave S/S 124th St City of Tukwila U.S. Customary Option 3 Forecast 2040 42nd Ave S North-South Project Description 1.20133.00 General Roadway Network Major Street Speed (mph) 25 ❑ Population < 10,000 Two Major Routes ❑ Coordinated Signal System 1 Weekend Count ❑ Nearest Signal (ft) 1050 ❑ Adequate Trials of Alternatives Crashes (per year) 0 ❑ 5 -yr Growth Factor 0 Geometry and Traffic EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 0 0 0 0 0 0 1 0 0 1 0 Lane usage LR TR LT Vehicle Volume Averages (vph) 0 0 0 210 0 22 0 48 262 51 33 0 Peds (ped/h) / Gaps (gaps/h) 0/0 0/0 0/0 0/0 Delay (s/veh) / (veh-hr) 0/0 0/0 0/0 0/0 Warrant 1: Eight -Hour Vehicular Volume ❑ 1 A. Minimum Vehicular Volumes (Both major approaches --and-- higher minor approach) --or-- 1 B. Interruption of Continuous Traffic (Both major approaches --and-- higher minor approach) --or-- El 1 (80%) Vehicular --and-- Interruption Volumes (Both major approaches --and-- higher minor approach) G Warrant 2: Four -Hour Vehicular Volume 2 A. Four -Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) Warrant 3: Peak Hour 3 A. Peak -Hour Conditions (Minor delay --and-- minor volume --and-- total volume ) --or-- L 3 B. Peak- Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) r Warrant 4: Pedestrian Volume 4 A. Four Hour Volumes --or-- L 4 B. One -Hour Volumes Warrant 5: School Crossing 5. Student Volumes --and-- 5. Gaps Same Period Warrant 6: Coordinated Signal System 6. Degree of Platooning (Predominant direction or both directions) ❑ Warrant 7: Crash Experience C 7 A. Adequate trials of alternatives, observance and enforcement failed --and-- 7 B. Reported crashes susceptible to correction by signal (12 -month period) --and-- file:///C: /Users/siqih/AppData/Local/Temp/w2k9328.tmp 183 365 1/6/2021 Warrants Summary Page 2 of 2 17 C. (80%) Volumes for Warrants 1A, 1B --or-- 4 are satisfied I ❑ Warrant 8: Roadway Network ❑ 8 A. Weekday Volume (Peak hour total --and-- projected warrants 1, 2 or 3) --or-- ❑ 8 B. Weekend Volume (Five hours total) ❑ Warrant 9: Grade Crossing ❑ 9 A. Grade Crossing within 140 ft --and-- ❑ 9 B. Peak -Hour Vehicular Volumes ❑ Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 Generated: 1/6/2021 4:53 PM 184 file:///C:/Users/siqih/AppData/Local/Temp/w2k9328.tmp 1/6/2021 Warrants Volume Page 1 of 1 Warrant 1 C01111001A—MlnIrn4mVehIcular Volume I lumh*l44iwi lir moirl is Ft OR ooh *swat Warrants Volume riiiV44 per hour oo Io5horwiame rrixesir ei .o *action onN Information 000 B0% 74fi 559% Analyst Agency/Co Date Performed ProjectEas/WestID File Name Street File Name Transpo Group Transpo Group 1/6/2021 S1124th St S 124th St 42nd Ave S & S 124th St - Forecast 2040.xhy Intersection Jurisdiction Units Time Period Analyzed North/South Street Major Street 42nd Ave S/S 124th St City of Tukwila U.S. Customary Option 3 Forecast 2040 42nd Ave S North-South Project Description 1.20133.00 CO 350 2rnil. Warrant 1 C01111001A—MlnIrn4mVehIcular Volume I lumh*l44iwi lir moirl is Ft OR ooh *swat 1 ohi;los pe1114ur sn 011117' 111491 i,`hGl al tolh Enosa`.1;t8) riiiV44 per hour oo Io5horwiame rrixesir ei .o *action onN liojcf &met : MiwrSdnel 000 B0% 74fi 559% 100.5. 41m 70% 36% 1 5190 `2i:rre,rc CO 350 2rnil. 150 WJ 105 BA 1 ECC 101} 020 994 190 120 1115 24 2oraate 2ormare EU ;EO 420 934 Zai: 104 140 112 I1 1 2ormans L SU ttli 39} l 040 200 180 140 112 Condlllon B—tttunftion or Coollnuousholtlo thnberoilamsitrrmwTr2' Ilailiom ouch approach Melti:le.JtpMlwonrreR.rs0td 00GI0I both oxoosches) 4perlourcnhch$r-s ums Vtlr e ninah41roa1opji4011C110d tnn only) lldjcr Enlet l Mira Sheer 1 1441% 50% 70% 155% 100% 20% 76% w4 1 1 7141 974 575 I 471 75 ED E3 42 2 unit I 1 101} 720 a 504 75 40 59 4,2 2ertrate 2ormore I 9C4 724 050 504 100 20 70 54 1 j 7orn1oa 7541 53 50f 427 104 54 74 54 Warrant 2 Warrant 3 500 400 300 ern 2 200 Z a 0 100 ca Z 400 a 7 LLA LL 300 200 Z z 100 2 2 OR MORE LANES 8 2 OR MORE LANES I 2 OR MORE LANES & 1 LANE 1 LANE 81 LANE '11. •e= 301 40O 000 600 700 800 003 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 2011 MORE LANES 8 2 OR I LANES 2 OR MORE LANCS. b 1 LANE I LAS & 1 LA 300 300 400 500 800 700 000 000 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 001, Q dao w43 200 5 100 c� x 2 0R MORE LANES 8 2ORMORE LANES LES8! IE 1 LANE 81 WJE 2 OR LORE 400 500 FAO TOO 800 000 1000 1100 1200 0300 140o 1510 1600 1700 1000 = 400 Uqq ¢ O 300 fl Z E 200 a = 10D CO MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 1 2 O R MORE LANES E 2 OR MORE LANES 2 OR MORE LANES 8 1 LANE 61 LANE 8 1 LANE '100 `75 300 400 500 604 700 000 900 1001 1100 1200 1300 MAJOR STREET -TOTAL OF BOTH APPROACHES - VPH Volume Summary Major Street Lanes 1 Minor Street Lanes 1 Speed 25 Population 10000+ Hours Major Volume 07-08 421 08-09 313 09-10 228 10-11 281 11-12 326 12-13 427 13-14 366 14-15 401 15-16 520 16-17 535 17-18 528 18-19 392 Minor Total 1A 1A 1B 1B 2 3A 3B Volume Volume (100%) (80%) (100%) (80%) (100%) (100%) (100%) 249 670 No Yes No No No No 185 498 No No No No No No 134 362 No No No No No No 165 446 No No No No No No 191 517 No No No No No No 251 678 No Yes No No No No 216 582 No No No No No No 236 637 No Yes No No No No 306 826 Yes Yes No No Yes No 315 850 Yes Yes No No Yes No 312 840 Yes Yes No No Yes No 231 623 No No No No No No Totals 4738 2791 7529 3 6 0 0 3 0 Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 file:///C: /Users/siqih/AppData/Local/Temp/w2k9317.tmp Generated: 1/6/2021 4:54 PM 185 367 1/6/2021 Warrants Summary Page 1 of 2 Warrants Summary Information Analyst Transpo Group Agency/Co Transpo Group Date Performed 1/6/2021 Project ID 1.20133.00 East/West Street Interurban Ave S Access Roadway & File Name Interurban Ave S - Option 3 - Forecast 2040.xhy Access Intersection Roadway/Interurban Ave Jurisdiction City of Tukwila Units U.S. Customary Time Period Analyzed Option 3 Forecast 2040 North/South Street Access Roadway Major Street East-West Project Description 1.20133.00 General f oadway Network Major Street Speed 35 Population < 10,000 Two Major Routes ❑ (mph) Nearest Signal (ft) 280 Coordinated Signal System Weekend Count ❑ Crashes (per year) 0 L Adequate Trials of Alternatives 5 -yr Growth Factor 0 EB WB NB SB Geometry and Traffic LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 0 2 1 0 0 0 1 0 1 Lane usage L T TR L R Vehicle Volume Averages (vph) 3 413 0 0 320 11 0 0 0 33 0 11 Peds (ped/h) / Gaps (gaps/h) -- 0/0 -- -- 0/0 -- -- 0/0 -- -- 0/0 -- Delay (s/veh) / (veh-hr) -- 0 / 0 -- -- 0 / 0 -- -- 0 / 0 -- -- 0 / 0 -- Warrant 1: Eight -Hour Vehicular Volume 1 A. Minimum Vehicular Volumes (Both major approaches --and-- higher minor approach) --or-- 1 B. Interruption of Continuous Traffic (Both major approaches --and-- higher minor approach) --or-- 1 (80%) Vehicular --and-- Interruption Volumes (Both major approaches --and-- higher minor approach) Warrant 2: Four -Hour Vehicular Volume 2 A. Four -Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) Warrant 3: Peak Hour LI 3 A. Peak -Hour Conditions (Minor delay --and-- minor volume --and-- total volume ) --or-- L] 3 B. Peak- Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) ❑ Warrant 4: Pedestrian Volume 4 A. Four Hour Volumes --or-- ❑ 4 B. One -Hour Volumes ❑ Warrant 5: School Crossing ❑ 5. Student Volumes --and-- ❑ 5. Gaps Same Period ❑ Warrant 6: Coordinated Signal System ❑ 6. Degree of Platooning (Predominant direction or both directions) ❑ Warrant 7: Crash Experience ❑ 7 A. Adequate trials of alternatives, observance and enforcement failed --and-- ❑ 7 B. Reported crashes susceptible to correction by signal (12 -month period) --and-- file:///C: /Users/siqih/AppData/Local/Temp/w2k7C6D.tmp 186 1/6/2021 Warrants Summary Page 2 of 2 17 C. (80%) Volumes for Warrants 1A, 1B --or-- 4 are satisfied I ❑ Warrant 8: Roadway Network ❑ 8 A. Weekday Volume (Peak hour total --and-- projected warrants 1, 2 or 3) --or-- ❑ 8 B. Weekend Volume (Five hours total) ❑ Warrant 9: Grade Crossing ❑ 9 A. Grade Crossing within 140 ft --and-- ❑ 9 B. Peak -Hour Vehicular Volumes ❑ Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 file:///C: /Users/siqih/AppData/Local/Temp/w2k7C6D.tmp Generated: 1/6/2021 4:56 PM 187 369 1/6/2021 652 Warrants Volume Page 1 of 1 Warrant 1 0002110;1R A—Mlnlmum Vehicular Volume I l4umlMlr4 Irmo lar maMT, lI rConaedteporszo Warrants Volume 4'r ald^_:rer hour ,.:i hCher.'9c4n nine nratIkputs gale ciiedmietr'j Information 100 B0:4 70% 559; Analyst Agency/Co Date Performed Project ID EasFile est Street File Name Transpo Group Transpo Group 1/6/2021 .00 1 Interurban Interurban Ave S Access Roadway & Interurban Ave S - Option 3 - Forecast 2040.xhy Intersection Jurisdiction Units Time Period Analyzed North/South Street Major Street Access Roadway/Interurban Ave City of Tukwila U.S. Customary Option 3 Forecast 2040 Access Roadway East-West Project Description 1.20133.00 #00 350 2rnil Warrant 1 0002110;1R A—Mlnlmum Vehicular Volume I l4umlMlr4 Irmo lar maMT, lI rConaedteporszo '. ilicin petits, 4nrrai?'dra91 i,`hGl4jtolh ror..{ecl 4'r ald^_:rer hour ,.:i hCher.'9c4n nine nratIkputs gale ciiedmietr'j lisjcr&rett : MintScnal 100 B0:4 70% 559; 100% 0% 70% 36% 1 ' 1 506 `2i:rre,rc #00 350 2rnil 150 WJ 105 BA 1 0CC i€a, 020 a90 100 t20 105 04 2orn•ate 2ormore 0f41 f81. 920 934 200 tae 142 112 I1 t 2orman L SCC 00 390 l 040 200 180 140 112 Condlllon B—tttearftran or Canllnuoushorflo Misbetd lass 1e eesrr3 balkeneeitlppF.th ' *kW prrhatr on rreloestel *alhdha9pAosmhasj Vrardee pa hour cc hQher-vduma rTrrlahelresl womb lMdrednnonly) risjarE6eot l Mix $heel 11441% 544 72% 155% 1040 41 76% w4 1 1 75C 974 575 I 421 75 El 50 12 2 unit I 1 103} 720 4130 504 75 00 69 s2 2 or rrae 2 or more I NO 720 530 504 140 20 70 54 1 j S urnlale i 751 600 5E.. 427 100 60 70 51 Warrant 2 Warrant 3 500 400 300 ern O 2 200 0 100 ca Z 400 rz 7 LA 300 LLI 200 Z z 100 2 2 OR MORE LANES 8 2 OR MORE LANES I 2 OR MORE LANES & 1 LANE 1 LANE& 1 LANE '11. 300 100 000 600 (CO 800 003 1000 1100 4200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 2011 MORE LANES b 2 OR I LANES 2 OR MORE LANCS. &I LANE 1 LAW & 1 LA 200 300 400 540 600 700 000 000 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 504 Q100 w43 EkE C 34 200 100 c� x 20R MORE LANES & 2ORMORE LANES I IaSE! IE 1LANE 81 WJE 2 OR LORE 100 500 FAO T00 800 0W 14)00 1100 1200 0300 1100 154)0 1604 1700 1800 = 400 Uqq ¢ O 300 fl Z E 200 a = 10D MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH f 2 O R MORE LANES E 2 OR MORE LANES 2 OR MORE LANES b 1 LANE 61 LANE 8 1 LANE '100 `75 300 400 500 003 700 000 500 1640 1100 1200 1300 MAJOR STREET -TOTAL OF BOTH APPROACHES - VPH Volume Summary Major Street Lanes 2+ Hours 07-08 08-09 09-10 10-11 11-12 12-13 13-14 14-15 15-16 16-17 17-18 18-19 Totals Minor Street Lanes 2+ Major Volume Minor Volume Total Volume 801 47 848 595 35 630 431 25 456 531 32 563 616 36 809 48 693 41 761 45 987 59 1015 60 1004 59 857 734 806 1046 1075 1063 743 8986 44 531 787 9517 Speed 1A (100%) 1A (80%) No No 1B (100%) No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 No 0 No 0 35 Population 10000+ 1B (80%) 2 (100%) No No 3A (100%) No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 No 0 No 0 3B (100%) No No No No No No No No No No No No 0 Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 file:///C: /Users/siqih/AppData/Local/Temp/w2k7C6C.tmp Generated: 1/6/2021 4:56 PM 188 1/6/2021 Warrants Summary Page 1 of 2 Warrants Summary Information Analyst Agency/Co Date Performed Project ID East/West Street File Name Transpo Group Transpo Group 1/6/2021 1.20133.00 S 124th St 42nd Ave S & S 124th St - Forecast 2040.xhy Intersection Jurisdiction Units Time Period Analyzed North/South Street Major Street 42nd Ave S/S 124th St City of Tukwila U.S. Customary Forecast 2040 42nd Ave S East-West Project Description 1.20133.00 General Roadway Network Major Street Speed (mph) 25 ❑ Population < 10,000 Two Major Routes ❑ Nearest Signal (ft) 1050 ❑ Coordinated Signal System Weekend Count ❑ Crashes (per year) 0 ❑ Adequate Trials of Alternatives 5 -yr Growth Factor 0 Geometry and Traffic EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 0 0 0 0 0 Lane usage LT TR LR Vehicle Volume Averages (vph) 48 276 0 0 217 14 0 0 0 36 0 33 Peds (ped/h) / Gaps (gaps/h) 0/0 0/0 0/0 0/0 Delay (s/veh) / (veh-hr) 0/0 0/0 0/0 0/0 Warrant 1: Eight -Hour Vehicular Volume 1 A. Minimum Vehicular Volumes (Both major approaches --and-- higher minor approach) --or-- 1 B. Interruption of Continuous Traffic (Both major approaches --and-- higher minor approach) --or-- 1 (80%) Vehicular --and-- Interruption Volumes (Both major approaches --and-- higher minor approach) Warrant 2: Four -Hour Vehicular Volume 2 A. Four -Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) Warrant 3: Peak Hour 3 A. Peak -Hour Conditions (Minor delay --and-- minor volume --and-- total volume ) --or-- L 3 B. Peak- Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) r Warrant 4: Pedestrian Volume 4 A. Four Hour Volumes --or-- L 4 B. One -Hour Volumes Warrant 5: School Crossing 5. Student Volumes --and-- 5. Gaps Same Period Warrant 6: Coordinated Signal System ❑ 6. Degree of Platooning (Predominant direction or both directions) Warrant 7: Crash Experience 7 A. Adequate trials of alternatives, observance and enforcement failed --and-- 7 B. Reported crashes susceptible to correction by signal (12 -month period) --and-- file:///C:/Users/siqih/AppData/Local/Temp/w2k60A6.tmp 189 371 1/6/2021 Warrants Summary Page 2 of 2 17 C. (80%) Volumes for Warrants 1A, 1B --or-- 4 are satisfied I ❑ Warrant 8: Roadway Network ❑ 8 A. Weekday Volume (Peak hour total --and-- projected warrants 1, 2 or 3) --or-- ❑ 8 B. Weekend Volume (Five hours total) ❑ Warrant 9: Grade Crossing ❑ 9 A. Grade Crossing within 140 ft --and-- ❑ 9 B. Peak -Hour Vehicular Volumes ❑ Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 Generated: 1/6/2021 5:12 PM 190 file:///C:/Users/siqih/AppData/Local/Temp/w2k60A6.tmp 1/6/2021 516 Warrants Volume Page 1 of 1 Warrant 1 CnndI o A--MlnIrn4mVehIcular Volume I l{uir1151gd Wow For min; traffic smooth opo mat Warrants Volume *WO per hour oR Io5hoh1di'ne rrmorlroei .o *action c,4 Information 000% B0% 70"0 559% Analyst Agency/Co Date Performed ProjectEas/WestID File Name Street File Name Transpo Group Transpo Group 1/6/2021 S1124th St S 124th St 42nd Ave S & S 124th St - Forecast 2040.xhy Intersection Jurisdiction Units Time Period Analyzed North/South Street Major Street 42nd Ave S/S 124th St City of Tukwila U.S. Customary Forecast 2040 42nd Ave S East-West Project Description 1.20133.00 #00 350 2rnil Warrant 1 CnndI o A--MlnIrn4mVehIcular Volume I l{uir1151gd Wow For min; traffic smooth opo mat 1ohi;los per 9r11r]]t7' Ir041 i,`hGl4l tolh opyor..ben1 *WO per hour oR Io5hoh1di'ne rrmorlroei .o *action c,4 liojef &met : Libor S0erl 000% B0% 70"0 559% 101% 41m 70% 36% 1 5141 ` #00 350 2rnil 150 1121 105 04 2 i:r r. orc i ECC 4€a1 420 994 190 120 115 04 2oraate 2orroom EC8 420 420 934 Zai: 100 140 112 I1 1 2ormans L SCC ith 350 l 046 200 100 146 112 Condlllon B—tttearufiran or Canllnuoushernc Ntatiberai ltflmmbuIX�STo3' bolo mooch approach W10:le.JspMlrwonrreas0eel 00G1o1 God! 09pwoo:has) Vrdr+ pa lour enhQher-s ums rtnaorree14pproedl 00 clrcdnn only) lalip Ereet l Mira Sheet 1141% E0% 700 55% 100% 00% 76% w4 1 1 7541 974 535 I 471 75 BO E2 42 241 mart I 1 1006 730 831 504 75 41 59 42 20r iron 2ormore I 914 724 020 514 100 06 70 54 1 j 7 ornlor 7141 010 5E. 427 101 54 74 54 Warrant 2 Warrant 3 500 400 300 ern O 2 200 0 100 ca Z 400 a 7 LLA LL 300 LLI 200 Z z 100 2 2 OR MORE LANES 8 2 OR MORE LANES I 2 OR MORE LANES & 1 LANE 1 LANE& 1 LANE '11. •e= 300 403 000 600 700 800 003 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 2011 MORE LANES b 2 OR I LANES 2 OR MORE LANES &I LANE 1 LAS & 1 LA 300 300 400 600 800 700 000 000 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 500 Qw 43 400 200 100 c� x 20R MORE LANES & 2ORMORE LANES I IaSE! IE 1 LANES 1 WJE 2 OR ORE 400 Sao FAO TOO 800 000 1000 1100 1200 0300 1400 1500 1600 1700 1000 = 400 Uqq ¢ O 300 fl Z E 200 a = 10D MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 1 2 O R MORE LANES E 2 OR MORE LANES 2 OR MORE LANES 8 1 LANE 61 LANE 8 1 LANE '100 `TS 300 400 500 604 700 000 900 1000 1100 1200 1300 MAJOR STREET -TOTAL OF BOTH APPROACHES - VPH Volume Summary Major Street Lanes 1 Hours 07-08 08-09 09-10 10-11 11-12 12-13 13-14 14-15 15-16 16-17 17-18 18-19 Totals Minor Street Lanes 1 Major Volume Minor Volume Total Volume 596 74 670 443 55 498 320 40 360 394 50 444 459 57 602 76 516 65 566 71 734 93 755 95 747 93 678 581 637 827 850 840 553 6685 70 839 623 7524 Speed 1A (100%) 1A (80%) No No 1B (100%) No No No No No No No No No No No No No No No No No No No No No No No No No No No No No Yes No No 0 No 0 No 1 25 Population 10000+ 1B (80%) 2 (100%) No No 3A (100%) No No No No No No No No No Yes No No No No No Yes No Yes No Yes No No No No No No No No No No No No 4 No 0 No 0 3B (100%) No No No No No No No No No No No No 0 Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 file:///C: /Users/siqih/AppData/Local/Temp/w2k60A5.tmp Generated: 1/6/2021 5:12 PM 191 373 1/6/2021 Warrants Summary Page 1 of 2 Warrants Summary Information Analyst Transpo Group Agency/Co Transpo Group Date Performed 1/6/2021 Project ID 1.20133.00 East/West Street Interurban Ave S Access Roadway & File Name Interurban Ave S - Forecast 2040.xhy Access Intersection Roadway/Interurban Ave Jurisdiction City of Tukwila Units U.S. Customary Time Period Analyzed Forecast 2040 North/South Street Access Roadway Major Street East-West Project Description 1.20133.00 General f oadway Network Major Street Speed 35 Population < 10,000 Two Major Routes ❑ (mph) Nearest Signal (ft) 280 Coordinated Signal System Weekend Count ❑ Crashes (per year) 0 L Adequate Trials of Alternatives 5 -yr Growth Factor 0 EB WB NB SB Geometry and Traffic LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 0 1 1 0 0 0 1 0 1 Lane usage L T TR L R Vehicle Volume Averages (vph) 3 413 0 0 320 11 0 0 0 33 0 11 Peds (ped/h) / Gaps (gaps/h) -- 0/0 -- -- 0/0 -- -- 0/0 -- -- 0/0 -- Delay (s/veh) / (veh-hr) -- 0 / 0 -- -- 0 / 0 -- -- 0 / 0 -- -- 0 / 0 -- Warrant 1: Eight -Hour Vehicular Volume 1 A. Minimum Vehicular Volumes (Both major approaches --and-- higher minor approach) --or-- 1 B. Interruption of Continuous Traffic (Both major approaches --and-- higher minor approach) --or-- 1 (80%) Vehicular --and-- Interruption Volumes (Both major approaches --and-- higher minor approach) Warrant 2: Four -Hour Vehicular Volume 2 A. Four -Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) Warrant 3: Peak Hour LI 3 A. Peak -Hour Conditions (Minor delay --and-- minor volume --and-- total volume ) --or-- L] 3 B. Peak- Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) ❑ Warrant 4: Pedestrian Volume 4 A. Four Hour Volumes --or-- ❑ 4 B. One -Hour Volumes ❑ Warrant 5: School Crossing ❑ 5. Student Volumes --and-- ❑ 5. Gaps Same Period ❑ Warrant 6: Coordinated Signal System ❑ 6. Degree of Platooning (Predominant direction or both directions) ❑ Warrant 7: Crash Experience ❑ 7 A. Adequate trials of alternatives, observance and enforcement failed --and-- ❑ 7 B. Reported crashes susceptible to correction by signal (12 -month period) --and-- ❑ file:///C: /Users/Francescal/AppData/Local/Temp/w2k9D7D.tmp 192 1/8/2021 Warrants Summary Page 2 of 2 17 C. (80%) Volumes for Warrants 1A, 1B --or-- 4 are satisfied I ❑ Warrant 8: Roadway Network ❑ 8 A. Weekday Volume (Peak hour total --and-- projected warrants 1, 2 or 3) --or-- ❑ 8 B. Weekend Volume (Five hours total) ❑ Warrant 9: Grade Crossing ❑ 9 A. Grade Crossing within 140 ft --and-- ❑ 9 B. Peak -Hour Vehicular Volumes ❑ Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 file:///C: /Users/Francescal/AppData/Local/Temp/w2k9D7D. tmp Generated: 1/8/2021 12:12 PM 193 375 1/8/2021 652 Warrants Volume Page 1 of 1 Warrant 1 CnndIto A—MlnImurnVehlcuarVolume I %mktgd1a1 r iarrm in tap on 00th epprosth Warrants Volume 4'ra1ok: Far houraR hCher.'9 ..me mint elreel $1 i .,0h9 a11ei106 Ct'fr',l Information 400 B0:4 70% 5594 Analyst Agency/Co Date Performed ProjectEas/WestID File Name Street File Name Transpo Group Transpo Group 1/6/2021 1 Interurban Interurban Ave S Access Roadway & Interurban Ave S - Forecast 2040.xhy Intersection Jurisdiction Units Time Period Analyzed North/South Street Major Street Access Roadway/Interurban Ave City of Tukwila U.S. Customary Forecast 2040 Access Roadway East-West Project Description 1.20133.00 CO 350 2rnil. Warrant 1 CnndIto A—MlnImurnVehlcuarVolume I %mktgd1a1 r iarrm in tap on 00th epprosth '.taalpl peril;r,r vn rr>si?' re91 i,`hGi gib& kmagbe01 4'ra1ok: Far houraR hCher.'9 ..me mint elreel $1 i .,0h9 a11ei106 Ct'fr',l ltejcr&rcet : 1.4134rS4ne1 400 B0:4 70% 5594 10091 en 70% t&% 1 ' 1 500 L CO 350 2rnil. 150 120 105 04 2 i:r r. auc 1 544 i€a, 423 a90 100 120 105 94 2ornnate 20443053 058 SI. 420 939 Zai: 190 140 112 I1 1 2ormans L SCC ith 350 l 090 200 120 140 112 Condlllon B—tttoinftran or Coollnuousholtlo rlur ai hiss i rrmvmp Info onaclr eppma ch ' Mehi:100 0140tr on mal4r0deel (total al bath sppoosahesj Vrdscbe pa hour cc tichervdumt rnrrorrarea1 eppraad! l airman arty) laiipitmet 1 Mir Sheei 11241% 04% 70% 155% 10494 41 74% w4 1 1 781 974 535 I 471 75 Ea 81 12 2 or mare I 1 10d} 720 11901 504 75 00 52 12 2 or Imre 2 or more I 961E 726 520 504 140 20 70 54 1 j S or n10 e i 754 600 52:. 427 100 54 76 54 Warrant 2 Warrant 3 500 400 300 ern O 2 200 0 100 ca Z 400 a 7 x 300 LLI 200 Z z 100 2 2 OR MORE LANES 8 2 OR MORE LANES I 2 OR MORE LANES & 1 LANE 1 LANES. 1 LANE '11. 300 150 000 600 (CO 800 003 1000 1100 4200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 2011 MORE LANES b 2 OR I LANES 2 OR MORE LANES. b 1 LANE 1 LAW & 1 LA 200 300 400 500 800 700 000 800 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH j 500 w43 400 EkE C 34 200 9 100 c� x 20R MORE LANES & 2OR610RE LANES I IaSE! IE 1LANE 81 WJE 2 OR LRE 400 500 OR TOO 800 000 14)00 1100 1200 0300 1400 154)0 1604 1700 13300 = 400 Uqq ¢ O 300 fl Z E 200 a = 10D MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH f 2 O R MORE LANES E 2 OR MORE LANES 2 OR MORE LANES b 1 LANE 61 LANE 8 1 LANE '104 `TS 300 400 500 COO 700 000 506 1600 1100 1200 1300 MAJOR STREET -TOTAL OF BOTH APPROACHES - VPH Volume Summary Major Street Lanes 2+ Hours 07-08 08-09 09-10 10-11 11-12 12-13 13-14 14-15 15-16 16-17 17-18 18-19 Totals Minor Street Lanes 2+ Major Volume Minor Volume Total Volume 801 47 848 595 35 630 431 25 456 531 32 563 616 36 809 48 693 41 761 45 987 59 1015 60 1004 59 857 734 806 1046 1075 1063 743 8986 44 531 787 9517 Speed 1A (100%) 1A (80%) No No 1B (100%) No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 No 0 No 0 35 Population 10000+ 1B (80%) 2 (100%) No No 3A (100%) No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No No 0 No 0 No 0 3B (100%) No No No No No No No No No No No No 0 Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 file:///C: /Users/Francescal/AppData/Local/Temp/w2k9C34.tmp Generated: 1/8/2021 12:14 PM 194 1/8/2021 Warrants Summary Page 1 of 2 Warrants Summary Information Analyst Agency/Co Date Performed Project ID East/West Street File Name Transpo Group Transpo Group 1/6/2021 1.20133.00 S 124th St Interurban & S 124th St - Forecast 2040.xhy Intersection Jurisdiction Units Time Period Analyzed North/South Street Major Street Interurban Ave S/S 124th St City of Tukwila U.S. Customary Forecast 2040 42nd Ave S North-South Project Description 1.20133.00 General Roadway Network Major Street Speed35 (mph) ❑ Population < 10,000 Two Major Routes ❑ Nearest Signal (ft) 1050 ❑ Coordinated Signal System Weekend Count ❑ Crashes (per year) 0 ❑ Adequate Trials of Alternatives 5 -yr Growth Factor 0 Geometry and Traffic EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 0 0 0 0 0 0 1 0 0 1 0 Lane usage LR TR LT Vehicle Volume Averages (vph) 0 0 0 232 0 18 0 118 295 29 287 0 Peds (ped/h) / Gaps (gaps/h) 0/0 0/0 0/0 0/0 Delay (s/veh) / (veh-hr) 0/0 0/0 0/0 0/0 Warrant 1: Eight -Hour Vehicular Volume 1 A. Minimum Vehicular Volumes (Both major approaches --and-- higher minor approach) --or-- 1 B. Interruption of Continuous Traffic (Both major approaches --and-- higher minor approach) --or-- 1 (80%) Vehicular --and-- Interruption Volumes (Both major approaches --and-- higher minor approach) Warrant 2: Four -Hour Vehicular Volume 2 A. Four -Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) Warrant 3: Peak Hour 3 A. Peak -Hour Conditions (Minor delay --and-- minor volume --and-- total volume ) --or-- L 3 B. Peak- Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) Warrant 4: Pedestrian Volume 4 A. Four Hour Volumes --or-- L 4 B. One -Hour Volumes Warrant 5: School Crossing 5. Student Volumes --and-- 5. Gaps Same Period Warrant 6: Coordinated Signal System 6. Degree of Platooning (Predominant direction or both directions) ❑ Warrant 7: Crash Experience C 7 A. Adequate trials of alternatives, observance and enforcement failed --and-- 7 B. Reported crashes susceptible to correction by signal (12 -month period) --and-- file:///C:/Users/Francescal/AppData/Local/Temp/w2kB21 D.tmp 195 377 1/8/2021 Warrants Summary Page 2 of 2 17 C. (80%) Volumes for Warrants 1A, 1B --or-- 4 are satisfied I .r Warrant 8: Roadway Network ❑ 8 A. Weekday Volume (Peak hour total --and-- projected warrants 1, 2 or 3) --or-- ❑ 8 B. Weekend Volume (Five hours total) ❑ Warrant 9: Grade Crossing ❑ 9 A. Grade Crossing within 140 ft --and-- ❑ 9 B. Peak -Hour Vehicular Volumes ❑ Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 Generated: 1/8/2021 2:52 PM 196 file:///C:/Users/Francescal/AppData/Local/Temp/w2kB21 D.tmp 1/8/2021 807 601 Warrants Volume Page 1 of 1 Warrant 1 CnndI 'riA-MlnIrngmVehlcular Volume I %calyx44111ww larrjmi- IrsgrEOn464pis mat Warrants Volume Ve7K18 Ferhour in h4herdwge rmos areal,r prau'I,ns411Monoril) Information rod% 041% 70% Wli Analyst Agency/Co Date Performed ProjectEas/WestID File Name Street File Name Transpo Group Transpo Group 1/6/2021 S1124th St S 124th St Interurban & S 124th St - Forecast 2040.xhy Intersection Jurisdiction Units Time Period Analyzed North/South Street Major Street Interurban Ave S/S 124th St City of Tukwila U.S. Customary Forecast 2040 42nd Ave S North-South Project Description 1.20133.00 CO 350 2rnil Warrant 1 CnndI 'riA-MlnIrngmVehlcular Volume I %calyx44111ww larrjmi- IrsgrEOn464pis mat 'w`Ohi;los pelitou vnrr>siar11141 ;IottlalbdhKota:hal Ve7K18 Ferhour in h4herdwge rmos areal,r prau'I,ns411Monoril) liojef &met : Miwt Seel rod% 041% 70% Wli 100% 41m 70% 36% 1 500 `2i:rre,r4 CO 350 2rnil 150 101 105 01 i 4CC 4€a1 420 998 190 420 115 64 21]rn6te 2orama E48 491. 420 938 2010 181 140 112 I1 1 2nrmans L 5114 tCli 390 l 081 200 120 140 112 Condlllon Br- I<tteatl Titan or Canllnuouo1ForrIo Itumbenii lassfor eev.rp' Info mooch approach Vehsleepf40t.roirrelas0eel (total al bode oppAoeahesj Volirlespahour00figher-vduma rnrrorrareel app esch lM'imam only) risjarEtreetlMira Sheet'1441% 54% 70% 155% 100% 410 76% 540 1 1 7541 974 535 I 421 75 5{I 13 12 2 01 mare I 1 10111 720 431 504 75 81 59 12 2orIron 2ormore I 4C4 720 550 504 100 20 70 54 1 j 24reTnle 750 976 EE 621 1070 54 71) St Warrant 2 Warrant 3 0 400 ern a�a O 2 z 100 0 ca 500 300 200 Z 400 a tYLLI Z_ z 2r 100 2 300 200 2 OR MORE LANES 8 2 OR MORE LANES I 2 OR MORE LANES & 1 LANE 1 LANE& 1 LANE '11. •0: 3130 400 500 600 TOO 800 003 1000 1100 4200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 2011 MORE LANES b 2 OR I LANES 2 OR MORE LANES b 1 LANE 1 LAS & 1 LA 206 300 400 500 800 700 000 000 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 506 400 300 200 I fl Z 200 a = 10D CB 2 0R MORE LANES 8 2OR100RE LANES I IaSE! IE 1 LANES 1 WJE 2 OR LORE 400 500 FAO 100 800 500 1000 1100 1200 0300 1400 15110 1604 1700 1800 400 300 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH f 2 O R MORE LANES E 2 OR MORE LR E'S 2 OR MORE LANES b 1 LANE 61 LANE 8 1 LANE 300 400 500 '100 `75 COO 700 1360 003 1540 1100 1200 1306 MAJOR STREET -TOTAL OF BOTH APPROACHES - VPH Volume Summary Major Street Lanes 1 Hours 07-08 08-09 09-10 10-11 11-12 12-13 13-14 14-15 15-16 16-17 17-18 18-19 Totals Minor Street Lanes 1 Major Volume Minor Volume Total Volume 782 268 1050 581 200 781 421 145 566 518 178 696 206 789 271 677 232 742 255 963 330 990 340 980 336 1060 909 997 1293 1330 1316 724 8768 249 3010 973 11778 Speed 1A (100%) 1A (80%) Yes Yes 1B (100%) Yes Yes Yes No Yes Yes Yes No No No Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes No Yes No No Yes Yes Yes Yes 11 Yes 12 No 5 35 Population 10000+ 1B (80%) 2 (100%) Yes Yes 3A (100%) No No No No No No No Yes No Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes No No No No No No No No No No Yes 9 Yes 8 No 0 3B (100%) No No No No No No No No Yes Yes Yes No 3 Copyright © 2017 University of Florida, All Rights Reserved HCS7TM Warrants Version 7.2.1 file:///C:/Users/Francescal/AppData/Local/Temp/w2kB21 C .tmp Generated: 1/8/2021 2:53 PM 197 379 1/8/2021 Appendix G — Public Outreach 380 Allentown Advocates Community Engagement Meeting March 30, 2021 Zoom tips • Please stay muted until you are ready to speak • Raise your hand to be called on to make a comment • Type your questions or comment into the chat • If you need technical support, text or call 206-940-6013 42nd Ave S Bridge Replacement Project - Community Engagement Introductions & Agenda • Introductions • Answer your questions — 3/29 from Sally Blake • Community presentation • Project history and need • Where are we now? • What's next? 42nd Ave S Bridge Replacement Project - Community Engagement Answers to Your Questions Why was the BNSF Access Study report from 2015/2016 never moved from draft to final form? This report had the 48th street bridge as the number one preferred option to reroute the truck traffic out of Allentown permanently. • You are correct that the access study has been delayed. This happened because in August of 2017, the critical need to replace the 42nd Avenue Bridge became apparent, and the City has a civic and legal responsibility to ensure that the bridge does not fail and preserve public safety. Because the bridge currently has a sufficiency rating of 7.56 out of 100, the City must make the 42nd Avenue Bridge our number one infrastructure replacement project. 42nd Ave S Bridge Replacement Project - Community Engagement Answers to Your Questions Why did the consultants contact only the businesses and not the residents in February regarding the possible rebuild of the 42nd Ave. Bridge and/or extending 124th street across the river? • The intention has always been to include feedback from residents in the replacement bridge project and we had planned to start that outreach in the Spring. While we did initiate the outreach with some businesses, we recognize that feedback from residents is an essential part of the type, size, and location (TS&L) report. Your feedback will be included in the final bridge design. 42nd Ave S Bridge Replacement Project - Community Engagement Answers to Your Questions Maria Cantwell was made aware of our situation with the truck traffic in Allentown approximately six years ago. She requested a formal "ASK "with a plan for the alternate bridge on 48th. Why wasn't Maria Cantwell's request followed through on? • Senator Cantwell has a long history of supporting the Allentown neighborhood. Because of the emergent reality of the need to replace the 42nd Avenue Bridge, the City has had to focus its infrastructure funding requests toward this project. Senator Cantwell's support was for mitigating the impacts of the rail yard in the Allentown neighborhood however, it was never project specific. 42nd Ave S Bridge Replacement Project - Community Engagement Answers to Your Questions Have the Federal standards for bridge maintenance and inspections been followed for the existing 42nd Ave bridge by the City of Tukwila? • Yes. The City has an ongoing contract with King County Inspection Services and meets federal standards for bridge maintenance and inspections. The 42nd Ave S Bridge receives the National Bridge Inspection Standards (NBIS) 24 -month Routine inspection, the 24 -month mandated fracture critical inspections, as well as 6 -month interim inspections for the north pier. Due to the critical nature of the bridge now we are on a 12 -month inspection schedule 42nd Ave S Bridge Replacement Project - Community Engagement Answers to Your Questions Regarding the approximate $11 million dollar pedestrian bridge constructed on West Valley Highway several years ago... where did the funding come from and what was the time -line for requesting it? • The funding for the West Valley Highway pedestrian bridge came from four multi- year grant sources between 2006 and 2016. $6.8 million of this project was funded by the Washington State Regional Mobility grant, which supports projects improve multimodal connections and services between counties or regional transit centers. 42nd Ave S Bridge Replacement Project - Community Engagement Community Presentation 42nd Ave S Bridge Replacement Project - Community Engagement Looking forward • Partner with you, Allentown residents • Seek guidance from you to make the upcoming community meeting, and future community engagement, a success 42nd Ave S Bridge Replacement Project - Community Engagement Bridge History • Design plans are dated in 1927 • Bridge was built 1949 • Weight and speed restricted in 2017 for several legal trucks • Bridge was ordinally designed for 75 years 42nd Ave S Bridge Replacement Project - Community Engagement GJ N) Reasons for Replacement • Current Sufficiency Rating is 7.56 out of 100 • Substandard (Functionally Obsolete) for non -motorized access (i.e., pedestrian, bike, and ADA) • Primary access to the Tukwila Community Center via pedestrian, bike, and vehicle • Bridge is not ADA compliant • Making the new structure multi use with pedestrian, bike, and vehicle access • Wide -spread damages on the bridge including corrosion, pack -rust, frozen bearings and spalling concrete supports. • Fracture -critical bridge susceptible to fatigue failure 42nd Ave S Bridge Replacement Project - Community Engagement Where are we now? November Dec 2020 — February 2020 Jan 2021 2021 Consultant Initial team investigations contracted begin April 2021 Summer 2021 Fall 2021 Begin Community Community Type/Size/ stakeholder Townhall check in Location interviews Report complete & Online Open House 42nd Ave S Bridge Replacement Project - Community Engagement W COCA) 211 Next steps —preparation for April 27 Townhall March 31 April 2 April 2 April 7 April 7 April 14 Weeks of April 12 & 19 April 27 Project website updated with this presentation and link to recorded meeting Mail postcard notifications for April 27 Community Townhall Survey to incorporate Allentown community feedback in the Type/Size/Location Report goes live on project website (TukwilaWA.gov/42nd) Hard copy surveys available at the Tukwila Community Center Posters delivered to Tukwila Community Center and Allentown Superette Door-to-door notifications for April 27 Community Townhall Email and social media notification for April 27 Community Townhall Online Community Townhall, via Zoom, begins at 5:30 PM 42nd Ave S Bridge Replacement Project - Community Engagement 212 Community Townhall Format: Presentation, Q/A, breakout groups Community feedback: Below are questions the technical team needs to finish the Type / Size / Location report (TS&L report). Feedback will be used and shared in the TS&L report (due this summer). A TS&L report will consider all reasonable replacement options and help narrow the choices. The report will determine the functional and physical characteristics of the bridge, how it will be constructed, and its location. This is the step before a project goes into 30% design. Experience using the bridge • What methods of travel do you use that take you over the bridge? • What has been your experience crossing the bridge? • What kind of issues, if any, do you and your family experience when using the bridge? Future use of the bridge • What ideas do you have for making the bridge a welcoming gateway into the Tukwila or Allentown community? • Keeping in mind federal funding limitations, what do you hope the City of Tukwila prioritizes and considers when developing design and construction concepts for the bridge? 42nd Ave S Bridge Replacement Project - Community Engagement W 01 213 Engagement • Due to COVID-19, we are unable to meet with folks in person and hold an in-person open house. As an alternative we plan to host an online open house for residents and bridge users. Are there ways you would suggest the City gather feedback from the community? • What is the best way for us to keep you informed and engaged throughout the project? • Are there other specific community groups or residents that you suggest we talk with? Conclusion and next steps Do you have any remaining questions about the project that we did not cover? Do you have any additional thoughts that you want to make sure we capture? Before we conclude, are there any questions you have about the project that you would like to make sure we cover? 42nd Ave S Bridge Replacement Project - Community Engagement 214 Stay Engaged Visit the project website to: • Sign up for the project Iistsery • Get project updates • Learn about upcoming engagement opportunities .. TukwilaWA.gov/42nd Adam Cox, Project Manager (206) 431-2446 Adam.Cox@TukwilaWa.gov 42nd Ave S Bridge Replacement Project - Community Engagement Dimensions: half sheet (5.5x 8.5), double sided FRONT Header: 42nd Ave S Bridge Replacement Project Upcoming Online Community Townhall, April 27 BACK We need your feedback! The 42nd Ave S Bridge is an important crossing on the Duwamish River that connects the City of Tukwila to surrounding communities and resources. The bridge, built in 1949, needs to be replaced and the City is exploring options for a new bridge design. The City needs your feedback to progress early planning on how a new bridge can better serve all users. This project is not related to the BNSF Access Study at 48th PI S, east of Codiga Park. Join us for an online community townhall Learn more and RSVP at TukwilaWa.gov/42nd Tuesday, April 27 5:30 — 7:30 pm What to expect at the town hall • A presentation by City of Tukwila staff • Small group discussions • Opportunities to share your thoughts and ask questions If you can't make it, no worries! A community survey is available on the project website and at the Tukwila Community Center. Please let us know if you're facing barriers to participating and need accommodations. Please email Adam.Cox@TukwilaWa.gov by April 16 398 216 City of Tukwila 42nd Avenue Bridge Replacement Project Community Outreach Stakeholder Engagement Results The City of Tukwila provided community members and other stakeholders with an opportunity to engage in the decision-making process for the 42nd Avenue Bridge Replacement Project by taking comments and votes on various project design elements. Participant responses were gathered both during an online survey, open to the public for votes from August 31, 2021 to September 30, 2021, as well as during a Gallery Day Meeting held on September 15, 2021. The online survey and the gallery event presented stakeholders with 5 questions pertaining to various design elements of the bridge replacement project including bridge railing and landscaping concepts, color preference, a gateway element, and lighting concepts. There were 109 online survey participants, and their responses are included in the following data along with responses from the Gallery attendees. Maximum responses received was 112 votes. 217 399 CITY CF T U KW I LA Railing Concepts Total responses: 109 Total responses: 109 TRANTECH hi Engineering LLC Question 1- Railing Concepts Survey Preference- Concept 3: Diagonal Emphasis ■ Concept 1 Vertical Emphasis ■ Concept 2 Horizontal Emphasis iii Concept 3 Diagonal Emphasis Number of Responses 0 10 20 30 40 50 Pictured - Concept 3 218 CITY OF TUKWILA Question 2 - Landscape Concepts Survey Preference - Concept 2: Natural Landscape Concepts Number of Responses Total responses: 112 • Concept 1 Decorative Concept 2 Natural • Concept 3 Community Center Campus Extension 62 0 TRANTECH Engineering LLC 20 40 60 80 Pictured - Concept 2 219 CITY CF TUIWILA Color Preference Question 3 - Color Preference Survey Preference - Dark Green Total responses: 106 • Black • Dark Green • Blue • Galvanized Silver TRANTECH Engineering LLC Number of Responses 19 49 13 17 0 10 20 30 40 50 60 220 CITY OF TUKWILA Gateway Element Question 4 - What should gateway element relate to? Survey Preference - Allentown Community ■ Tukwila Community Center ■ Allentown Community ■ Current bridge; historic steel Green River ■ Green River Trail ■ Other* *Other: Duwamish Tribe & Allentown Community; the diversity of Tukwila; Duwamish Tribe/Native American; Duwamish waterway; Tukwila's connection to the Duwamish; collage of elements: Indian-Duwamish, community, history, river; include Duwamish tribe out of respect; combination of Green River + Trail TRANTECH id Engineering LLC Number of Responses 23 Mi. AIL 22 w 0 5 10 15 20 25 30 Total responses: 108 221 CITY OF TUKWILA Lighting Concept Question 5 - Lighting Concepts Survey Preference - Concept 4 Total responses: 104 ■ Concept 1 ■ Concept 2 ■ Concept 3 Concept 4 Number of Responses 0 10 20 30 40 50 TRANTECH Engineering LLC Attached El Mirage Spec; RNTA-8-14 Spec Pictured - Concept 4 222 Appendix H — Aesthetics Exhibits 223 405 Railing Concept 1. Vertical Emphasis • - Traditional - Reflects existing fence south of Community Center - Could be finished in green or black - Light pole options shown separately Final design detail may vary Your dots Your comments Final design detail may vary Dots from online survey I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i CITY CF TUKWILA 42ND STREET BRIDGE REPLACEMENT Building connections224 Railing Concept 2. Horizontal Emphasis • - Horizontal configuration enhances the gentle arch of the bridge - Clean and easy to construct - Finish could be blue, aluminum, galvanized, or stainless steel. - Light pole options shown separately Your dots Your comments Final design detail may vary iguiL 46, Dots from online survey - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - % ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i CITY CF TUKWILA 42ND STREET BRIDGE REPLACEMENT Building connections225 Ra.ling Concept 3. Diagonal Emphasis i • - Diagonal elements included in railing. - Steel plates ensures safety. - Barrier rail between pedestrian and vehicle lanes could reflect diagonal geometry. Your dots Your comments Final design detail may vary Dots from online survey - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - % ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i CITY CF TUKWILA 42ND STREET BRIDGE REPLACEMENT Building connections226 Lan • scape Concept 1. Decorative _.�.W_ _ _ as • .. 3 Final design detail may vary Your dots Your comments - Emphasis on enhancing a gateway for the Community Center. - Ornamental trees along 42nd Ave S and Interurban Ave S. - Small scale floral plantings an option. Dots from online survey - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - m ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i CITY CF TUKWILA 42ND STREET BRIDGE REPLACEMENT — Building connections227 Lan • scape Concept 2. Natura - incl design detail may vary Your dots Your comments - Emphasis on enhancing the ecology through plantings of native vegetation. - Opportunities for pathways. - Best for stormwater and habitat - Reinforces Green River Trail character. - Pedestrian -friendly lighting recommended Dots from online survey - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - M ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - M ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i CITY CF TUKWILA 42ND STREET BRIDGE REPLACEMENT — Building connections228 Lan • scape Concept 3. Community Center Landscaping Extension Final design detail may vary 40 w Your dots Your comments - Emphasis on unifying both sides of the bridge and ex- tending Community Center character. - Extend street tree plantings in front of Community Cen- ter. - Add gentler path from - Green River Trail to Bridge. Plantings like Community Center. Dots from online survey - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - m ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i CITY CF TUKWILA 42ND STREET BRIDGE REPLACEMENT — Building connections229 Lighting Concept 1. Lighting Concept 2. (integrate with railing concept 2/3) (integrate with railing concept 2/3) - GCJ i -Series Fixture - Mounted on 20' tall round tapered pole with square base and showing rail of choice Final design detail may vary mp 41111110. E ■ ■ NI VI. 111 ■ • Ella Your dots Tenon Top Pole Cap Cross Section Handhole Nut Covers ri ard) Dart Square - 2T (Optional) eiriltille - Evolve Series Fixture - Mounted on 20' tall square tapered pole with square base and showing rail of choice Final design detail may vary Your comments : Online survey dots: Your dots _ ==== _______ I I I I I I I I I I I I I I I I I I I I I I I I I I _ _ _ _ CITY OF TUKWILA ======== _ _ _ _ _ _ _ _ U P _ _ _ _ Tenon Top Pole Clip Cross Section Square Har dhole l Full 9ase Cover (Standard) J Dart Square - 2T (Optional) Kagicrliele Your comments : Online survey dots: _ ============= U P _ I I I I I I I I I I I I I I I I I I I I I I I I I I _ _ _ _ ====== _ _ _ _ _ _ _ U P _ _ _ _ I I I I I I I I I I I I I I I I I I I I I I I I I I _ =========== _ _ i i _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ U I 1 42ND STREET BRIDGE REPLACEMENT Building connections230 Lighting Concept 3. (integrate with railing concept 1) - Evolve -Contemporary Series Fixture - Mounted on 16' tall round non-tapered pole with square base and showing rail of choice Final design detail may vary Your dots 5 E C Tenon Top Polo Cap Cross Section II Handhole 1 Nut Covers (Standard) Dart Square - 2T (Optional) r" l Lighting Concept 4. (integrate with railing concept 1) - Pendant -Arm EI Mirage Fixture - Mounted on 16' tall round non-tapered pole with square base and showing rail of choice Final design detail may vary A Norninal Mourtilino Horjh I Tenon Top 14 Polo Cap Cross Section II I andhoI Nut Covers (Standard) Dart Square - 21 - (Opti ona I ) T(OptionaI) titrdhe Your comments : Online survey dots: Your dots : Your comments : Online survey dots: _ ==== _______ I I I I I I I I I I I I I I I I I I I I I I I I I I _ _ _ _ CITY OF TUKWILA P I I I I I I I I I I I I I I I I I I I I I I I _ _ _ _ _ _ ===== _ _ ====== U ! _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _ ============= U P _ I I I I I I I I I I I I I I I I I I I I I I I I I I _ _ _ _ ====== _ _ _ _ _ _ _ U P _ _ _ _ I I I I I I I I I I I I I I I I I I I I I I I I I I _ =========== _ _ i i ======== _____ 42ND STREET BRIDGE REPLACEMENT Building connections231 Color Preference What is your color preference? We are just beginning to consider different colors and finishes for the rail, light poles and other metallic elements. Some colors are more appropriate with different styles of railing and light poles and these are noted below. Please indicate your color preference by checking a box from options below: Your dots Black (goes best with railing concept 1/3) Dots from online survey _______________________________ INN _____________________________________._________________________________ Dark Green (goes best with railing concept 1/2/3) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Blue (goes best with railing concept 2/3) _________________________________________________________._________________________________ Galvanized (goes best with railing concept 2 easy maintenance) Silver (Brushed Aluminum) (goes best with railing concept 2 easy maintenance) CITY OF TUKWILA 42ND STREET BRIDGE REPLACEMENT — Building connections232 Gateway Preference What should a gateway element relate to? The project may include a Gateway element such as a sign, monument, or artwork. Many options are available, but it is desired to have a gateway element that relates to some aspect of its location and the bridge's function, as an important connecting structure. Please indicate which, if any, of the following attributes the gateway should reflect and/or celebrate. You may select more than one. Your dots The Community Center The Allentown Community The The current bridge with its historic steel character Dots from online survey ________________________________________________________ The Green River _________________________________________________________r_________________________________ The Green River Trail Others, Please describe ITY OF TIJ KW I LA I 42ND STREET BRIDGE REPLACEMENT — Building connections233 General Comments CITY CF TUKWILA 42ND STREET BRIDGE REPLACEMENT Building connections234 Appendix I — Roadway/Utilities Exhibits 235 417 418 30' 15' 0 30' SCALE IN FEET 60' N_ ti� S4 %.�Ti • f Imo! Ji 11I 1 1 II I 80 72 64 D 56'>nn oh mCn 48A+ rD CnN, II O ' N 40- rn 32- 3,00°/0 24 VPI STA=13+02-'.--- VPI EL=27.98' VCL=75.00' K=9.68 CO LP STA -12+93.53, - m LP EL=28.67' n _ _ m 16 •0) 4.7 VPISTA=15+10 VPI EL -37.86' VCL=340.00' K=35.79 HP STA=15+10 HP EL=33.82' —1 08+96=V1S 0/0 co n m 0 4.75% VPI STA=17+64.81 VPI EL=25.76' VCL=100.00' K=37.63 8'4 L+L l=V1S OAS 80 72 64 56 <m n n -- 48 m b D II '� + 40 CD▪ - --32 -2.09% 24 -u I— m m ''NCO CONW ,OND W 0INO J - A A (OT V c0 N do A r- 12+50 13+00 0 A N) CD 14 00 CO CO On On W 15 00 CO W co 16+00 to W O N h▪ 1 0 CO03 CO W 17+00 01 O No W co) No cn ✓ N No O N N 01 1,3 03 0 0 18+00 A O4.4 CO A CD CO 18 PUBLIC WORKS DEPT_ *ENGINEERING *STREETS* WATER* SEWER* PARKS * BUILDING By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # 42nd AVE S Profile jTRNT-CN Engineering LL� 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 16 8 J J 40 42ND AVENUE BRIDGE REPLACEMENT 42ND ALTERNATIVE - PLAN & PROFILE Know what's below. Call before you dig. No. Date Revisions EX01 1 of #### H File No. 2020016_BASE-OS.dwg ggIty AS SHOWN Date OCT 2021 HOUSE ALLENTOWN SUPERETTE 56+00 –+- 125 – 100 50 – 25 – 0 -25 – 00+05=V1S de -2.00% PIER 1 w n m 0) W co -.1111 n ti D 01 ..VPI STA=52+13.02 VPI EL=40.86' VCL=220.00' K=40.74 m n m Co noN PIER 2 9.5' GIRDER DEPTH 3' FREE BOARD –15.00' (100 -YR WSEL) PIER 3 '£Z+£5=VIS OA 0 rn o LU coo Qc 0 . CO < z 0 0 wQ) r-1 D Jii t N W N -,I Cn 07 7.40% o o N e------2'.8-------6---QM-------Tc' 0 PIER 4 E8Z6+E9=VIS 3d VPI STA=55+00 VPI EL=19.62' VCL=225.00' K=27.03 LP STA=55+87.55 LP EL=20.55' A 0) 0 0.92% -1.00% – 125 – 100 75 – 50 – 25 57+00 A 30' 15' 0 30' SCALE IN FEET 0 m r m — 1 r (T N Vt N 49+75 50+00 0) N W co 0) W N N 0) 51+00 52+00 53+00 co O N N v N 0] 01 N O N V 01 Na O 54+00 Na W A N CT Na W m N N CD N W 01 55 00 56 + 00 -25 56 50 S 124TH ST - PROFILE Know what's below. Call before you dig. PUBLIC WORKS DEPT_ * ENGINEERING* STREETS* WATER* SEWER* PARKS* BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TRA NTECH Engineering LL 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 42ND AVENUE BRIDGE REPLACEMENT 124TH ALTERNATIVE - PLAN & PROFILE 1 Revisions EX02 2 of #54# File No. 2020016_BASE-DS.dwg Scale AS SHOWN • Date OCT 2021 I+f4 1 °45'50"W DUWAMISH RIVER 24+00 80 0 0 m I I I 25 80 72 — — 72 64 56 — VPI STA=21+72.92 VPI EL=25.16' VCL=125.00' K=28.09 VPI STA=22+55.42 VPI EL=29.28' VCL=40.00' K=13.33 co co n -1 Ni O 24 N 16- 8— r rn 0 In N Co OD W �� N m rn_ ✓ —1 NiII D mm'cr) co co mm n n COb +_ n n n co mco o mN << VPI STA=23+25.42 VPI EL=29.28' VCL=40.00' K=13.33 VPI STA=24+07.92 VPI EL=25.15' VCL=125.00' K=29.41 1— A r 0 0 cco + pao + Ni D n) _._ 2.00%2.00%P+ N cow tN���mA cn Ni _-----�-- Zb'0L+4Z=V1S OA 0.75% — 64 — 56 V -u m r X A A A -1 O 01 W RIr- 21+00 21+00 W N N A O) N O N N W (Oli W 22 + A v 00 N N A O CAD W ACD ✓ J A CO O CCD AKJ CO Co 23 + 00 Ary 9)) cn 24+00 O KJ O Ca — 32 •24 — 16 — 8 25 —00 42ND AVE S - PROFILE rzTh 30' 15' 0 30' 60' SCALE IN FEET If 3 F u O o- F Know what's below. Call before you dig. / PUBLIC WORKS DEPT_ * ENGINEERING* STREETS* WATER* SEWER* PARKS* BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TRANTECH Engineering LL� 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 42ND AVENUE BRIDGE REPLACEMENT 124TH ALTERNATIVE - PLAN & PROFILE 2 Revisions EX03 3 of #W## File No. 2020016_BASE-DS.dwg Scale AS SHOWN • Date OCT 2021 422 Appendix J — Bridge Viable Structure Concept Alternatives Drawings 239 423 424 t\Bridge Plan & Elev - Concept 1.dwg djensen 02/08/21 6:04pm - P:\2020\2020016 - 42nd Ave Bridge Replacement \000 CAD 2018\010 Drawing \C -Structural ,No PIER3 PIER4 APPROACH SLAB EXIST PIER 3 Q. EXIST & NEW ROADWAY EXIST PIER 2 NEW BRIDGE 255-0" 315'-0" APPROACH SLAB PIER 1 30'-0" Q PIER 2 BRIDGE PLAN 255'-0" Q PIER 3 30'-0" BEARING NEW TRAIL BEARING BRIDGE BARRIER PIER 4 EXISTING TRAIL PRESTRESSED —/ SLAB GIRDER 4'0 DRILLED SHAFT --/daL CASING SHORING 7'0 COLUMN APPROX HIGH WATER EL 16.10 STEEL PLATE GIRDER MIN. 3' CLR 0., � I J EXIST PIER 2 ITT171J II II II II it ii it li 10'0 DRILLED SHAFT —r LJ� T _ 7'0 COLUMN Jr /1 �rMit EXIST PIER 3 APPROX GROUND BRIDGE ELEVATION 10'0 DRILLED SHAFT APPROACH SLAB PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT BRIDGE PLAN & ELEVATION - CONCEPT 1 Know what's below. Call before you dig.) S1 X of - L File No. Bridge Plan & Elev Conc No. Date Revisions ND 1E 20' Date JUNE 2020 11.dwt \Framing Plan & T djensen 02/08/21 6:06pm - P:\2020\2020016 - 42nd Ave Bridge Replacement\000 CAD 2018\010 Drawing \C -Structural ROADWAY 12'-0" 12'-0" 2'-0" 1'-6' 10'-0" TYPICAL SECTION - SPAN 2 CONCEPT 1 Know what's below. Call before you dig. P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0 TRANTECH Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT TYPICAL BRIDGE SECTION - CONCEPT 1 No. Date Revisions S2 X of - K l File No. Framing Plan Si Typ Sec.d Date JUNE 2020 J 0 SHY LANE PROFILE GRADE & PIVOT POINT LANE Ei SHY BARRIER _ SDWK L C C C ,• 0 .7. ,nr,.. 7 0 . 0 0 ° o i ,/ Q °ikv� °0. 0 N. (� o�l ° ° ° 0 0 0 °°Loo° _ �m==° o — _Jo o Joo q GIRDER A GIRDER B 3 SPA @ 11'-9" = 35'-3" I GIRDER C CL I GIRDER D STEEL PLATE GIRDER SPACING MEASURED NORMAL TO ROADWAY TYPICAL SECTION - SPAN 2 CONCEPT 1 Know what's below. Call before you dig. P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0 TRANTECH Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT TYPICAL BRIDGE SECTION - CONCEPT 1 No. Date Revisions S2 X of - K l File No. Framing Plan Si Typ Sec.d Date JUNE 2020 a 0 u ROADWAY C C C GIRDER A GIRDER B GIRDER C GIRDER D z 7'0 COLUMN (TYP) 10'0 DRILLED SHAFT (TYP) 32'-0" 49'-0" PIER ELEVATION - PIER 2 & 3 8'-6 Know what's below. Call before you dig. P ZJ.SLIC WORKS DEPT_ * ENGINEERING * STREETS *WATER* SEWER * PARKS * BUILDING * By Date Designed Drawn TMW MJS Checked Proj Eng Proj Dir Field Bk # 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT PIER ELEVATION - PIER 2 & 3 Revisions File No. Framing Plan & Typ Sec.d N.12 Date JUNE 202 Date 2020 \Framing Plan & T djensen 02/08/21 6:07pm - P:\2020\2020016 - 42nd Ave Bridge Replacement\000 CAD 2018\010 Drawing \C -Structural GIRDER A w GIRDER B GIRDER C GIRDER D ..-.. - E 1 Y4x24x47'-6" R 2 Y2x24x57'-0" IC 2 Y2x24x102'-6" R 1 Y4x24x47'-6" L C BRGS 46-0" zoo ._U.. 102'-6" C 46-0" BRGS 1'-6" 1'-6" BRGS r Gt BRGS 103'-6" i FIELD SPLICE I 148'-6" C I 1 I 1 I 7 LWEB /1x123V) _ E 1 Yzx26x47'-6" IE 2 34x26x50'-0" I—I R 3 Y4x26x60'-0" It 2 3/4x26x50'-0" I 46-0" } 7'-6" 52'-6" I I I I 1 + L -L. 1 I I I I I I I I I I I 1 i Y L 22'_6" t 9 SPA @ 23'_0" = 207_0" 22'_6" FRAMING PLAN 1'-6" E 1 Y4x24x47'-6" R 2 Y2x24x57'-0" IC 2 Y2x24x102'-6" R 1 Y4x24x47'-6" L C BRGS 46-0" 57'-6" 102'-6" C 46-0" BRGS 1'-6" 1'-6" I- —' I— - U 1 I 1 I 7 LWEB /1x123V) _ E 1 Yzx26x47'-6" IE 2 34x26x50'-0" I—I R 3 Y4x26x60'-0" It 2 3/4x26x50'-0" 11 Yzx26x47'-6" 46-0" 50'-0" 7'-6" 52'-6" 50'-0" 46-0" J _ 1'-6" GIRDER ELEVATION - SPAN 2 P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0 TRANTECH Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT FRAMING PLAN AND ELEVATION Know what's below. Call before you dig.) No. Date Revisions S4 X of - L File I�No. Framing Plan & Typ Sec.d IS 3/32" =1'-0" Date JUNE 2020 t\Bridge Plan & Elev - Concept 2.dwg djensen 02/08/21 6:05pm - P:\2020\2020016 - 42nd Ave Bridge Replacement \000 CAD 2018\010 Drawing \C -Structural PIER 1 d sof a o allo C PIER 2 00 411,/_ I air AV -7 PIER 3 C PIER 4 APPROACH SLAB EXIST PIER 3 7 C EXIST & NEW ROADWAY EXIST PIER 2 NEW BRIDGE APPROACH SLAB PIER 1 42'-6" PIER 2 230'-0" 315'-0" BRIDGE PLAN 230'-0" L BEARING NEW TRAIL EXISTING TRAIL PIER 3 42'-6' L BEARING PIER 4 APPROACH SLAB PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT EXIST PIER 2 7 TIT APPROX HIGH WATER EL 16.10 WF100G PRESTRESSED CONCRETE GIRDER 7'0 COLUMN 10'0 DRILLED SHAFT APPROX GROUND BRIDGE ELEVATION - MIN. 3' CLR 7'0 COLUMN EXIST PIER 3 10'0 DRILLED SHAFT 4nn I II II I II II I PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0 TRANTECH Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT BRIDGE PLAN & ELEVATION - CONCEPT 2 Know what's below. Call before you dig.) No. Date Revisions FI le N0. Bridge Plan 8 Elev - Conce t 2.dwt Date Date JUNE 2020 \Framing Plan & T djensen 02/08/21 6:08pm - P:\2020\2020016 - 42nd Ave Bridge Replacement\000 CAD 2018\010 Drawing \C -Structural 1'-6 2,-0' 12'-0" ROADWAY 12'-0" 2'-0" 10,-0" SHY LANE PROFILE GRADE & PIVOT POINT 2.0% 2.0% LANE SHY BARRIER SDWK GIRDER A GIRDER B C GIRDER C dGIRDER D 6 SPA @ 6-0" = 36-0" 4 GIRDER E GIRDER F GIRDER G 1'-9" WF100G LIGHTWEIGHT CONCRETE GIRDER SPACING MEASURED NORMAL TO ROADWAY 42'-6" TYPICAL SECTION P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0 TRANTECH Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT TYPICAL BRIDGE SECTION - CONCEPT 2 Know what's below. Call before you dig.J No. Date Revisions S6 X of - L File No. Framing Plan & Typ Sec.d - I5 1/2"=1'-0" Date JUNE 2020 2/02/21 11:35am - P:/2020\2020016 - 42nd Ave Bridge Replacement\000 CAD 2019\010 Drawing \C-Structural Sheet\124th St Concept 1 & 2 Plan & Elev.dwg PIER1 STA 50 3.0 60'-lli' PIER 2 STA 51+03.0 S 124TH ST 52+00 NEW ROADWAY 220'-0" APPROACH SLAB APPROACH SLAB PIER 1 LSTA. 50+33.0 60'-0" PIER 2 STA. 51+03.0 BRIDGE PLAN 220'-0" PIER 3 STA 50+23.0 PER4 S A 53+ 3.0 20'-0" 11 APPROACH SLAB PIER 3 g PIER 4 STA. 53+43.0 STA. 53+23.0 20'-0" I BRIDGE BARRIER APPROACH SLAB ALLENTOWN SUPERETTE PRESTRESSED CONCRETE GIRDER 4'0 DRILLED SHAFT 3' FREEBOARD (APPROX. 18.00) APPROX W.S. 100 YEAR FLOOD (15.00) 10'0 DRILLED SHAFT STEEL PLATE GIRDER BRIDGE ELEVATION CIP CONCRETE SLAB 10'0 DRILLED SHAFT —/ 4'0 DRILLED SHAFT Q F.!3 F u 0 o- F v Know what's below. Call before you dig PUBLIC' WORKS Di-:E°T_ *ENGINEERING* STREETS* WATER*SEWER* PARKS* BUILDING* By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS TT TRANTECH Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT CONCEPT 1 BRIDGE PLAN & ELEVATION No. Date Revisions S1 1 of 8 DFile No. 124th St Concept 1 & 2 Pla & Elev 20' Daatete DEC. zozo ctural Sheet\124th ST Concept 1 & 2 Deta djensen 12/02/21 11:04am - P:/2020\2020016 - 42nd Ave Bridge Replacement\000 CAD 2019\010 1"-6" 12'-0" ROADWAY 12'-0" 10'-0" TYPICAL SECTION - SPAN 2 Know what's below. Call before you dig. P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT CONCEPT 1 TYPICAL SECTION - SPAN 2 No. Date Revisions S2 2 of 8 File No. 124th ST concept 1 & 2 Os: Date DEC. 2020 ils.dw SHY LANE PROFILE GRADE & PIVOT POINT LANE SHY BARRIER SDWK C C C 2.0% 2.0% a0 a oh °Iao L°° lir, °.°° IL o 012°a Wil°o ° o °r °° ° a 0� °° off° ° 7. ° ° >°°lo\ ,alo0 ° o �� o o 0 0 e° 0 o L .1-'4.2°0 J L ° J o rL 2'-1 %2" GIRDER A I GIRDER B GIRDER C cL 3 SPA @ 11'-9" = 35'-3" I GIRDER D 2'-1 Y2" STEEL PLATE GIRDER SPACING MEASURED NORMAL TO ROADWAY 42'-6" TYPICAL SECTION - SPAN 2 Know what's below. Call before you dig. P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT CONCEPT 1 TYPICAL SECTION - SPAN 2 No. Date Revisions S2 2 of 8 File No. 124th ST concept 1 & 2 Os: Date DEC. 2020 ils.dw sen 12102121 11:45am - P:\2020\2020016 - 42nd Ave Bridge Replacement \000 CAD 2019\010 Drawing \C-Structural Sheet \124th ST Concept 1 & 2 Details.dwg 1'-6" 2,-0" SHY 12'-0" LANE PROFILE GRADE & PIVOT POINT / ROADWAY 12'-0" LANE 2'-0" SHY 1'-6' BARRIER 10'-0" SDWK GIRDER A GIRDER D 7'0 COLUMN (TYP) 10'0 DRILLED SHAFT (TYP) 25'-6" PIER ELEVATION - PIER 2 & 3 P ZJ.SLIC WORKS DEPT_ * ENGINEERING * STREETS *WATER* SEWER * PARKS * BUILDING By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT CONCEPT 1 PIER ELEVATION - PIER 2 & 3 Know what's below. Call before you dig. .01 No. Date Revisions S3 3 or 8 File No. 124th ST concept 1 & 2 Dr Date DEC. 2020 djensen 12/02/21 9:03am - P:\2020\2020016 - 42nd Ave Bridge Replacement \000 CAD 2019\010 Drawing \C -Structural Sheet \124th ST Concept 1 & 2 D PIER 2 60'-0" PIER 4 PIER 2 220'-0" PIER 3 20'-0" q INTERMEDIATE q BEARING CC FIELD SPLICE Cl BEARING I DIAPHRAGM I 68'-6" 148'-6" 51+00 CROSS FRAME (TYP) EDGE OF BRIDGE DECK 52+00 53+00 H 30'-0" WF36G PRESTRESSED CONCRETE GIRDER (TYP) (6 TOTAL) 30'-0" 24'-6" STEEL PLATE GIRDER (TYP) 7 SPA @ 24'-0" = 168'-0" EDGE OF BRIDGE DECK CIP CONCRETE SLAB 24'-6" 1'-6" FRAMING PLAN Know what's below. Call before you dig. P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT CONCEPT 1 FRAMING PLAN No. Date Revisions S4 4 of 8 File No. 124th ST Concept 1 & 2 0� 3/32" =1'-0" Date DEC. 2020 2/02/21 11:35am - P:/2020\2020016 - 42nd Ave Bridge Replacement\000 CAD 2019\010 Drawing \C-Structural Sheet\124th St Concept 1 & 2 Plan & Elev.dwg 50+00 PIER 1 STA 504 3.0 60'-0i PER 2 STA 51+03.0 NEW BRIDGE S 124TH ST NEW ROADWAY APPROACH SLAB H PIER 1 STA. 50+43.0 60'-0" g PIER 2 STA. 51+03.0 52+00 220'-0" DUWAMISH RIVER BRIDGE PLAN 220'-0" PIER 3 STA 50+23.0 PER4 20,-0„ S 1� I' A 53+43.0 53+00 APPROACH SLAB c. PIER 4 PIER 3 I STA. 53+43.0 STA. 53+23.0 20'-0" BRIDGE BARRIER APPROACH SLAB ALLENTOWN SUPERETTE PRESTRESSED CONCRETE GIRDER 4'0 DRILLED SHAFT—/ 3' FREEBOARD (APPROX. 18.00) 10'0 DRILLED SHAFT APPROX W.S. 100 YEAR FLOOD (15.00) PRESTRESSED CIP CONCRETE SLAB CONCRETE GIRDER BRIDGE ELEVATION 10'0 DRILLED SHAFT 4'0 DRILLED SHAFT Know what's below. Call before you dig PUBLIC' WORKS *ENGINEERING* STREETS* WATER*SEWER* PARKS* BUILDING* By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS TT TRANTECH Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT CONCEPT 2 BRIDGE PLAN & ELEVATION No. Date Revisions S5 5 of 8 File No. 124th St Concept 1 & 2 Pla & Elev S2§5 1".20' Date DEC. 2020 djensen 12/02/21 9:04am - P:\2020\2020016 - 42nd Ave Bridge Replacement \000 CAD 2019\010 Drawing \C -Structural Sheet \124th ST Concept 1 & 2 D 1'-6 2,-0' 12'-0" ROADWAY 12'-0" 2'-0" 10,-0" SHY LANE PROFILE GRADE & PIVOT POINT 2.0% 2.0% LANE SHY BARRIER SDWK GIRDER A 1.-9" GIRDER B GIRDER C GIRDER D 6 SPA @ 6-0" = 36-0" GIRDER E GIRDER F C C C GIRDER G 1'-9" WF100G LIGHTWEIGHT CONCRETE GIRDER SPACING MEASURED NORMAL TO ROADWAY 42'-6" TYPICAL SECTION - SPAN 2 Know what's below. Call before you dig. P ZJBL.IC WORKS 1131 -;PPT. * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT CONCEPT 2 TYPICAL SECTION - SPAN 2 No. Date Revisions S6 6 of 8 File No. 124th ST Concept 1 & 2 Os: 19 1/2"=1'-0" Date DEC. 2020 ils.dw sen 12102121 11:42am - P:\2020\2020016 - 42nd Ave Bridge Replacement \000 CAD 2019\010 Drawing \C-Structural Sheet \124th ST Concept 1 & 2 Details.dwg ROADWAY GIRDER A GIRDER B GIRDER C CL GIRDER D C GIRDER E C GIRDER F C GIRDER G z 2 0 i0 7'0 COLUMN (TYP) 10'0 DRILLED SHAFT (TYP) 25'-6" 42'-6" PIER ELEVATION - PIER 2 & 3 P E3 LTC' WORKS DEP Y. * ENGINEERING * STREETS *WATER* SEWER * PARKS * BUILDING By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT CONCEPT 2 PIER ELEVATION - PIER 2 & 3 Know what's below. Call before you dig. .01 No. Date Revisions S7 7 of 8 File No. 124th ST concept 1 a 2 De' $ 12 1/2"=1'-0" Date DEC. 2020 djensen 12/02/21 9:04am - P:\2020\2020016 - 42nd Ave Bridge Replacement \000 CAD 2019\010 Drawing \C -Structural Sheet \124th ST Concept 1 & 2 D PIER 2 CC PIER 2 60'-0" 220'-0" PIER 3 20'-0" CC INTERMEDIATE CC BEARING I DIAPHRAGM I II CC INTERMEDIATE DIAPHRAGM INTERMEDIATE I DIAPHRAGM CC INTERMEDIATE CC INTERMEDIATE rC BEARING DIAPHRAGM DIAPHRAGM I I I II I II PIER 4 51+00 52+00 I 53+00 0 30'-0" WF36G PRESTRESSED CONCRETE GIRDER (TYP) (6 TOTAL) 30'-0" 2'-6" I WF100G LIGHTWEIGHT CONCRETE GIRDER (TYP) 5 EQUAL SPACES CIP CONCRETE SLAB 2,-6" FRAMING PLAN N Know what's below. Call before you dig. P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - 42ND AVE. S BRIDGE REPLACEMENT CONCEPT 2 FRAMING PLAN No. Date Revisions S8 8 of 8 L / File No. 124th ST Concept 1 & 2 Os: 13 3/32" =1'-0" Date DEC. 2020 Appendix K — Constructability Memo 254 439 ID Task Name (Duration Start '.Finish Qtr 1, 2024 Jan Feb Mar Qtr 2, 2024 I Qtr 3, 2024 Qtr 4, 2024 Apr May Jun ,2 Aug Sep Oct Nov Dec Qtr 1, 2025 Jan Feb Mar Qtr 2, 2025 Apr I May Jun 42nd Avenue 5 Bridge 275 days Fri 3/22/24 Mon 4/21/25 42nd Avenue 5 Bridge Replacement 75 days Replacement . 2 In-Water Work Window 2024 Jul 1- Sept 64 days Mon 7/1/24 Mon 9/30/24 In-Water Work Window 2024 Jul 1-Sept30 3 30 Field Construction 12 Months 258 days Tue 4/16/24 Mon 4/21/25 Field Construction 12 Months 4 Advertise Project & Receive Bids 15 days Tue 1/2/24 Mon 1/22/24 Advertise Project & Receive Bids 5 Award & Execute Contract 40 days Tue 1/23/24 Mon 3/18/24 Award &Execute Contract 6 Notice to Proceed 1 day Tue 3/19/24 Tue 3/19/24 Notice to Proceed 7 Mobilization & Initial Submittals 22 days Wed 3/20/24 Thu 4/18/24 Mobilization & Initial Submittals 8 9 Early Submittals & Procurements Procure Materials for Temporary Detour 10 days Tue 3/19/24 Mon 4/1/24 44 days Tue 3/19/24 Fri 5/17/24 1Early Submittals & Procurements Procure Materials for Temporary Detour Bridge 10 11 Bridge Prepare & Submit Truss Span Relocation Plan Steel Girder Delivery 8 months (incl shop 30 days Tue 3/19/24 Mon 4/29/24 176 days Tue 3/19/24 Tue 11/26/24 -•- - - -- Steel Girder Delivery -- cation Plan 8 months (incl shop drawings) 12 drawings) Manufacture Light Poles (6 months) 132 days Tue 3/19/24 Mon 9/23/24 ,� vanra.sn.e I iglu poles (c mnntl,c) 13 Early Submittals (TESC, MOT, etc.) 20 days Tue 3/19/24 Mon 4/15/24 .� Early Submittals (TESC, MOT, etc. I 14 15 Pfeparatory Work. Install TESC 6 days Tue 4/16/24 Tue 4/23/24 6 days Tue 4/16/24 Tue 4/23/24 11 Install TESC 16 17RBtruct Install Project Signing & Traffic Control Detour 5 days Wed 4/17/24 Tue 4/23/24 56 days Wed 4/24/24 Sun 7/14/24 Install Pro Construct not Signing &Traffic Detour Control '- 156 days 1g Clearing & Rough Grade Temp Bridge 6 days Wed 4/24/24 Wed 5/1/24 Approaches i rbaang & Rough Grade Temp Bridge Approaches 19 20 Mobilize & Drive Pile for Bents D2 & 015 days Mon 5/20/24 Fri 5/24/24 (14 ea.) Install Bracing & Pile Caps Concrete D1 15 days Tue 5/28/24 Mon 6/17/24 TM-Mobilize & Drive L, Inst Pile all Bracing for Bents D2 & DI (14 ea.) & Pile Caps Concrete 01 & D2 21 22 23 & D2 Deck Beams & Barrier Span D1 5 days Tue 6/18/24 Mon 6/24/24. Relocate/ Drive Pile for Bents D3 & D4 5 days Tue 5/28/24 Mon 6/3/24 (14 ea.) Install Bracing & Pile Cap Concrete D3 15 days Tue 6/4/24 Mon 6/24/24 Relocate/ r., Dti In k Beams e Pile II & Barrier Span D1 for Bents D3 & D4 (14 ea.) Bracing & Pile Cap Concrete D3 & 04 & D4 24 25 26 27 Deck Beams & Barrier Span D3 Grade, Surfacing, Pave Detour Approaches Weekend Closure to Relocate Bridge Truss Construct Substructure 5 days Tue 6/25/24 Mon 7/1/24 8 days Tue 7/2/24 Fri 7/12/24 2 days Sat 7/13/24 Sun 7/14/24 99 days Mon 7/15/24 Tue 12/3/24 eck Beams & Barrier Span D3 Grade, Surfacing, Pave Detour Approaches TWeekend Closure to Relocate Bridge Construct Substructure Truss 99 days 28 29 30 31 32 Demolish Spans 1 & 3 5 days Mon 7/15/24 Fri 7/19/24 Drive Coffercells around Pier 2 & 3 6 days Mon 7/22/24 Mon 7/29/24 Remove Existing Piers, Foundations & 10 days Tue 7/30/24 Mon 8/12/24 Pile Remove Coffercells 4 days Tue 8/13/24 Fri 8/16/24 Drive, Cap & Brace Steel Erection Pile 5 days Mon 8/19/24 Fri 8/23/24 --, T. Demolish Spans 1 & 3 Drive Coffercells around Pie Remove Existing Pier; Fr Remove Coffercells Tm, D%Ns- tap z it,..,. 2 & 3 Foundations & Pile stem E.eyaoe FII. 33 Construct Drilling Platform Pier 2 5 days Mon 8/26/24 Fri 8/30/24 Construct Dr ling Platform Pier 2 42nd Ave South Construction Schedule 1-23-21 with Revised Start 2-17-21 42nd Ave S Bridge Replacement - Preliminary Construction Schedule Sheet 1 of 2 Wed 2/17/21 Based on Concept 1 Steel Girder Plans 255 ID Task Name Duration Start Finish Qtr 1, 2024 Jan 1 Feb I Mar Qtr 2, 2024 I Qtr 3, 2024 Apr I May I Jun Jul Aug Sep Qtr 4, 2024 Oct I Nov I Dec Qtr 1, 2025 Jan I Feb I Mar Qtr 2, 2025 Apr Mav I Jun 34 35 36 37 38 39 40 10' Diameter Drilled Shfts Pier 2 10 days Tue 9/3/24 Mon 9/16/24 4' Drilled Shafts Pier 1 6 days Tue 9/17/24 Tue 9/24/24 Construct Drilling Platform Pier 3 7 days Tue 9/3/24 Wed 9/11/24 10' Diameter Shafts Pier 3 10 days Tue 9/17/24 Mon 9/30/24 4' Drilled Shafts Pier 4 6 days Tue 10/1/24 Tue 10/8/24 Form & Pour Columns Pier 2 8 days Wed 10/9/24 Fri 10/18/24 Construct Pier Caps Abutment 1 & Pier 15 days Mon Fri 11/8/24 _1 7, 10' Demeter i 4 Drilled t Drilling 10' i,4' Drilled Shfts Pier 2 Shafts Pier 1 Platform Pier 3 Diameter Shafts Pier 3 Drilled Shafts Pier 4 Form & Pour Columns Pier 2 Construct Pier Caps Abutment 1 & Pier 2 41 42 2 10/21/24 Form & Pour Columns Pier 3 8 days Mon Wed 10/21/24 10/30/24 Construct Pier Caps Abutment 4 & 15 days Mon Tue 12/3/24 & Pour Columns Pier 3 Construct Pier Caps Abutment 4 & Pier3 43 Pier3 11/11/24 Construct Superstructure 67 days Wed 12/4/24 Mon 3/10/25 Construct Superstructure 44 45 46 1 Set Steel Bridge Girders Span 2 10 days Wed 12/4/24 Tue 12/17/24 Set Precast Slabs Spans 1 & 3 2 days Wed Thu 12/19/24 12/18/24 Form, Rebar, Pour & Cure Span2 40 days Fri 12/20/24 Mon 2/17/25 Set Steel Bridge Girders Span 2 Set Precast Slabs Spans 1 & 3 Form, —1 67 days Rebar, Pour & Cure Span2 47 Form, Poure, Cure Spans 1 & 3 Toping 15 days Tue 1/28/25 Mon 2/17/25 Form, Poure, Cure Spans 1 & 3 Toping Course 48 Course Cast Barrier, Sidewalk & Install BP Rail 15 days Tue 2/18/25 Mon 3/10/25 0, ast Barrier, Sidewalk & Install BP Rail 49 Remove Detour 15 days Sat 3/15/25 Fri 4/4/25 I 50 51 52 Weekend Closure to Remove Truss 2 days Sat 3/15/25 Sun 3/16/25 Span & Open New Bridge Jack,Slide, Remove Truss Span 2 days Sat 3/15/25 Sun 3/16/25 Complete Striping, Errect Luminiares 1 day Sat 3/15/25 Sun 3/16/25 Weekend Closure to Remove Truss Span & Open /ack,5lide, Remove Truss Span Complete Striping, Errect Luminiares 53 54 Dismantle & Dispose Truss Span 10 days Mon 3/17/25 Fri 3/28/25 Remove Spans D1 & D3, Foundations 15 days Mon 3/17/25 Fri 4/4/25 Approach Roadway i Dismantle & Dispose Truss Span ii Remove Spans DI & 53, Foundations & 55 ttr ���;;;���& construct Bridge Approaches 18 days Tue 2/18/25 Thu 3/13/25 56 57 58 Approach Slabs 10 days Tue 2/18/25 Mon 3/3/25 Grading, Surfacing, Pave N & S 8 days Tue 2/25/25 Thu 3/6/25 Approaches Temp Pavement Markings & 5 days Fri 3/7/25 Thu 3/13/25 Luminaires r ._ •-1,,Gnding, r Approach Temp Slabs Surfacing, Pave Pavement N &S Approaches Markings & Luminaires 59 Project Completion 131 days Tue 10/15/24 Mon 4/21/25 60 Wearing Course "No Paving Window" 106 days Tue 10/15/24 Mon 3/17/25 Wearing Course "No Paving Window" 61 62 63 64 65 66 HMA Wearing Course Entire Project 3 days Tue 3/18/25 Thu 3/20/25 Pavement Cure Before Final Striping 10 days Fri 3/21/25 Thu 4/3/25 Final Striping & Channelization 2 days Fri 4/4/25 Mon 4/7/25 Planting & Landscape Restoration 10 days Fri 3/21/25 Thu 4/3/25anting Punchlist, Cleanup & Project 10 days Tue 4/8/25 Mon 4/21/25 Restoration Project Complete 4/21/25 0 days Mon 4/21/25 Mon 4/21/25 'il,HMA ,pavement Wearing Course Entire Project Cure Before Final Striping =,Final Striping & Channelization & Landscape Restoration Punchlist, Cleanup &ProeC t Res P l CProject Complete 4/21/25 TT 42nd Ave South Construction Schedule 1-23-21 with Revised Start 2-17-21 42nd Ave S Bridge Replacement - Preliminary Construction Schedule Sheet 2 oft Wed 2/17/21 Based on Concept 1 Steel Girder Plans 256 442 750 T Mobile Crane wl Mega Wing Attachment Girder Wt 125K + 20K rigging Temporary Falsework Bent for Steel Erection m 0 W 25'-0" APPROACH SLAB PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT --/daL CASING SHORING PIER 1 30'-0" PIER 2 - - 42ND AVE `4.‘' q. PIER 3 4 PIER 4 EXIST PIER 3 EXIS'[.triyO'_;DWAY NEW BRIDGE BRIDGE PLAN 255'-0" Girder Wt 85K + 15K rigging i / / APPROACH SLAB / / ANNAMI tiMENMINIM A 111 / /Off I ; y A . . ' 1 "11rwItilki_ IL iv, 30'-0" PIER 3 30'-0" G- CL BEARING NEW TRAIL EXISTING TRAIL - 7'0 COLUMN BRIDGE BARRIER APPROX HIGH WATER EL 12.55 STEEL PLATE GIRDER MIN. 6' CLR BEARING -J� EXIST PIER 2 iII II It innrI IIl II II II II 10'0 DRILLED SHAFT P ZJ.SLIC WORKS DEPT_ * ENGINEERING * STREETS *WATER* SEWER * PARKS * BUILDING 101-0` / APPR±ROUW1 BRIDGE ELEVATION Designed Drawn Checked Proj Eng Proj Dir Field Bk # By TMW MJS Date 0Engineering LLC TRANTECH 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 LJ� 7'0 COLUMN r1 1rlrnrlr1 II II II II II II II II EXIST PIER 3 10'0 DRILLED SHAFT Temporary Falsework Bent for Steel Erection 550 T Mobile Crane w/ Mega Wing Attachment PIER 4 25'-0" APPROACH SLAB PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT w -4' „ in 1,111- DUWAMISH RIVER - S 42ND AVE BRIDGE REPLACEMENT BRIDGE PLAN & ELEVATION - CONCEPT 1 N Know what's below. Call before you dig. No Date Revisions File No. Bridge Plan & Elev - Conc 1"_20' Date JUNE 2020 t 1.dwc 3 djensen 02/02/21 9:34pm - P:\2020/2020016 - 42nd Ave Bridge Replacement\000 CAD \010 Drawing\C-Structural Sheet\Bridge Plan & Elev ,No PIER3 PIER4 APPROACH SLAB EXIST PIER 3 Q. EXIST & NEW ROADWAY EXIST PIER 2 NEW BRIDGE 255-0" 315'-0" 25'-0" APPROACH SLAB PIER 1 30'-0" Q PIER 2 BRIDGE PLAN 255'-0" Q PIER 3 30'-0" Q PIER 4 BEARING NEW TRAIL BEARING BRIDGE BARRIER EXISTING TRAIL 25-0" APPROACH SLAB APPROX HIGH WATER EL 12.55 MIN. 6' CLR PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT --/daL CASING SHORING 0., 7'0 COLUMN STEEL PLATE GIRDER EXIST PIER 2 innrI J II II II 11 i1 n i1 Ii 10'0 DRILLED SHAFT APPROX GROUND BRIDGE ELEVATION 7'0 COLUMN — 1717M7171 EXIST PIER 3 H H H I I H II 10'0 DRILLED SHAFT PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - S 42ND AVE BRIDGE REPLACEMENT BRIDGE PLAN & ELEVATION - CONCEPT 1 Know what's below. Call before you dig.) No. Date Revisions S1 X of - L File No. Bridge Plan & Elev Conce :1.dwt �Ig 1E 20' Date JUNE 2020 3 djensen 02/02/21 9:34pm - P:\2020/2020016 - 42nd Ave Bridge Replacement\000 CAD \010 Drawing\C-Structural Sheet\Bridge Plan & Elev ,No PIER3 PIER4 APPROACH SLAB EXIST PIER 3 Q. EXIST & NEW ROADWAY EXIST PIER 2 NEW BRIDGE 255-0" 315'-0" 25'-0" APPROACH SLAB PIER 1 30'-0" Q PIER 2 BRIDGE PLAN 255'-0" Q PIER 3 30'-0" Q PIER 4 BEARING NEW TRAIL BEARING BRIDGE BARRIER EXISTING TRAIL 25-0" APPROACH SLAB APPROX HIGH WATER EL 12.55 MIN. 6' CLR PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT --/daL CASING SHORING 0., 7'0 COLUMN STEEL PLATE GIRDER EXIST PIER 2 innrI J II II II 11 i1 n i1 Ii 10'0 DRILLED SHAFT APPROX GROUND BRIDGE ELEVATION 7'0 COLUMN — rlrnn71 EXIST PIER 3 H H H I I H II 10'0 DRILLED SHAFT PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - S 42ND AVE BRIDGE REPLACEMENT BRIDGE PLAN & ELEVATION - CONCEPT 1 Know what's below. Call before you dig.) No. Date Revisions S1 X of - L File No. Bridge Plan & Elev Conce :1.dwt �Ig 1E 20' Date JUNE 2020 djensen 02/02/21 9:33pm - P:\2020/2020016 - 42nd Ave Bridge Replacement\000 CAD \010 Drawing\C-Structural Sheet\Bridge Plan & Elev - Concept 2.dwg PIER 1 d sof a o allo C PIER 2 00 A 411,/frtrair AV -7 PIER 3 C PIER 4 APPROACH SLAB EXIST PIER 3 7 C EXIST & NEW ROADWAY EXIST PIER 2 NEW BRIDGE 25-0" APPROACH SLAB PIER 1 42'-6" PIER 2 255-0" 315'-0" BRIDGE PLAN 230'-0" L BEARING NEW TRAIL EXISTING TRAIL PIER 3 42'-6" L BEARING PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT LC=== EXIST PIER 2 APPROX HIGH WATER EL 12.55 WF100G PRESTRESSED CONCRETE GIRDER 7'0 COLUMN __--- -- ,L I I >%r j ------,,,ii ,J,� — 7'0 COLUMN r`-- \ EXIST PIER 3 10'0 DRILLED SHAFT APPROX GROUND - MIN. 6' CLR BRIDGE ELEVATION 10'0 DRILLED SHAFT 4171-1 II II I II II I PIER 4 25'-0" APPROACH SLAB PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS Engineering LL 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 DUWAMISH RIVER - S 42ND AVE BRIDGE REPLACEMENT BRIDGE PLAN & ELEVATION - CONCEPT 2 Know what's below. Call before you dig.) No. Date Revisions File No. Bridge Plan & Elev - Conce t 2.dwt 1E 20' Date Date JUNE 2020 ALternate Crane Location on Work Platform �e APPROACH SLAB 660T Crawler Crane w/ Maxer Attachment PIER 1 tife �flw411111111111111111 660T Crawler Crane PIER 3 PIER 4 APPROACH SLAB EXIST PIER 3 liil�ll�=i/ril ngitiNINEM IIII��i r, IIII11i V;91N11ii!kluiiBgIRfll,i ri:�s1Y EXIST PIER 2 NEW BRIDGE w m U a- rn 25'-0" APPROACH SLAB PIER 1 42'-6" PIER 2 230'-0" 315'-0" Single Point Pick WF100G Girder 250k + 25K Rigging 230'-0" L BEARING NEW TRAIL EXISTING TRAIL PIER 3 L BEARING PIER 4 25'-0" APPROACH SLAB LC=== PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT EXIST PIER 2 APPROX HIGH WATER EL 12.55 WF100G PRESTRESSED CONCRETE GIRDER 7'0 COLUMN ----- TO COLUMN '' _ '^0DRILLED SHAFT 7 riEXIST PIER II II II APPROX GROUND - MIN. 6' CLR P ZJBL.IC WORKS D * ENGINEERING * STREETS* WATER* SEWER* PARKS * BUILDING * Designed Drawn Checked Proj Eng Proj Dir Field Bk # By TMW MJS Date BRIDGE ELEVATION Engineering LL 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 10'0 DRILLED SHAFT 41 -IA 407 II III u II iii II PRESTRESSED SLAB GIRDER 4'0 DRILLED SHAFT DUWAMISH RIVER - S 42ND AVE BRIDGE REPLACEMENT BRIDGE PLAN & ELEVATION - CONCEPT 2 1,966 sf Know what's below. Call before you dig.) No Date Revisions File No. Bridge Plan & Elev Conce �191"=20' Date JUNE 2020 t 2.dwt 3 e Bridge Replacement\000 CAD \010 Drawing\C-Structural Sheet\Bridge Plan & sen 02/02/21 9:34pm - P:\2020\2020016 - /// ,0 Workzone Q PIER3 i PIER4 APPROACH SLAB EXIST PIER 3 AttiW f 42ND AVE S // gaimink rsisa /vs. Q. EXIST & NEW ROADWAY .3pif141\111\ AMU 417 Existing Bridge (relocated) �WV — •,t'rye Rrlt1,-d�ir7A��lllli urt nrri����®lyll,t .dat rummy W Workzone 5-0" X11 25' Jump Span at each end of truss Know what's below. Call before you dig. P LJ.SLIC WORKS DEPT_ * ENGINEERING * STREETS *WATER* SEWER * PARKS * BUILDING * By Date Designed Drawn Checked Proj Eng Proj Dir Field Bk # TMW MJS 0Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 TRANTECH DUWAMISH RIVER - S 42ND AVE BRIDGE REPLACEMENT Relocated Bridge & Detour Plan No. Date Revisions File No. Bridge Plan & Elev Conc SIS 1"=20' Date JUNE 2020 1.dwc 10 11 12 Task Name Duration Start Finish 42nd Avenue S Bridge Replacement - Revised 253 days Tue 4/23/24 Mon 4/21/25 In -Water Work Window 2024 Jul 1 - Sept 64 days 30 Field Construction 11 Months 231 days Advertise Project & Receive Bids 15 days Award & Execute Contract 40 days Notice to Proceed 1 day 22 days Mobilization & Initial Submittals Early Submittals & Procurements 10 days Prepare, Submit, Review Dilled Shaft Plan 22 days Concrete Girder Delivery 4 months (incl 88 days shop drawings) Manufacture Light Poles (6 months) 132 days Early Submittals (TESC, MOT, etc.) 20 days 13 16 days 14 Install TESC 6 days Preparatory Work 15 Install Project Signing & Traffic Control 5 days 10 days 17 64 days 5 days 10 days 6 days 7 days 10 days 8 days 16 Project Clearing / Site Prep Construct Substructure 18 Construct Drilling Platform Pier 2 19 10' Diameter Drilled Shfts Pier 2 20 4' Drilled Shafts Pier 1 21 Construct Drilling Platform Pier 3 22 10' Diameter Shafts Pier 3 23 Form & Pour Columns Pier 2 Mon 7/1/24 Thu 5/23/24 Mon 2/5/24 Mon 2/26/24 Mon 4/22/24 Tue 4/23/24 Mon 4/22/24 Mon 4/22/24 Mon 4/22/24 Mon 4/22/24 Mon 4/22/24 Thu 5/23/24 Thu 5/23/24 Fri 5/24/24 Mon 6/3/24 Mon 7/1/24 Mon 7/1/24 Tue 7/9/24 Tue 7/23/24 Tue 7/9/24 Tue 7/23/24 Wed 7/31/24 Mon 9/30/24 Mon 4/21/25 Fri 2/23/24 Fri 4/19/24 Mon 4/22/24 Wed 5/22/24 Fri 5/3/24 Tue 5/21/24 Fri 8/23/24 Fri 10/25/24 Fri 5/17/24 Fri 6/14/24 Fri 5/31/24 Fri 5/31/24 Fri 6/14/24 Mon 9/30/24 Mon 7/8/24 Mon 7/22/24 Tue 7/30/24 Wed 7/17/24 Mon 8/5/24 Fri 8/9/24 Total Slack .4 Feb Mar Qtr 2, 2024 Apr May Jun 0 days 0 days 0 days 0 days 0 days 0 days 0 days 13 days 32 days 51 days 92 days 3 days 0 days 0 days 225 days 10 days 0 days 0 days 0 days 0 days 14 days 11 days 0 days ID 1 2 Advertise Project : Rece ve Bids ward : Execute Contract Notic to Proceed Mobilization & Initial Submittals ly Submittals & Procurements Prepare, Submit, Review Dilled Shaft Pla Qtr 3, 2024 Qtr 4, 2024 Qtr 1, 2025 Jul Aug Sep Oct Nov Dec Jan Feb 42nd Avenue S Bridge Replacement - Revised Alignment In -Water Work Window 2024 Jul 1- Sept 30 r Field Construction 11 Months rly Submittal Mar Qtr 2, 2025 Apr May Concrete Girder Delivery 4 months (incl shop drawings) Manufacture Light Poles (6 months) (TESC, MOT, etc.) Install TESL Install Project Signing & Traffic Control Project Clearing / Site Prep Construct Substructure 1 64 days Construct Drilling Platform Pier 2 '-.10' Diameter Drilled Shfts Pier 2 i_,4' Drilled Shafts Pier 1 i Construct Drilling Platform Pier 3 L, lim10' Diameter Shafts Pier 3 Form & Pour Columns Pier 2 53 days Jun 42nd Ave South - Alternate Alighment Construction Schedule 7-31-21 Sat 7/31/21 42nd Ave S Bridge Replacement - S 124th ST Alignment Preliminary Construction Schedule Sheet 1 of 2 Figure 3 263 ID Task Name Duration Start Finish 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 Construct Pier Caps Abutment 1 & Pier 15 days 2 Remove & Relocate Pier 2 Work 10 days Platform Form & Pour Columns Pier 3 8 days Construct Pier Caps Pier3 Remove Work Platform Pier 3 Construct Superstructure Set WF100G Girders Span 2 Set 80' Precast Slabs Span 1 Form, Rebar, Pour & Cure Span2 15 days 5 days 77 days 10 days 2 days 50 days Form, Pour, Cure Span 1 Toping Course 15 days Cast Barrier, Curbs & Install Bridge Rails 15 days Construct Bridge Approaches Approach Slabs Grading, Surfacing, Pave N & S Approaches Temp Pavement Markings & Luminaires Project Completion Mon 8/12/24 Fri 8/30/24 Tue 9/3/24 Mon 9/16/24 Mon 8/12/24 Wed 8/21/24 Tue 9/3/24 Mon 9/23/24 Tue 9/24/24 Mon 9/30/24 Tue 9/24/24 Tue 1/14/25 Tue 9/24/24 Mon 10/7/24 Tue 10/8/24 Wed 10/9/24 Thu 10/10/24 Fri 12/20/24 Thu 11/14/24 Fri 12/6/24 Mon Tue 1/14/25 12/23/24 28 days Mon Fri 1/31/25 12/23/24 10 days Mon Tue 1/7/25 12/23/24 8 days Wed 1/15/25 Fri 1/24/25 5 days Mon 1/27/25 Fri 1/31/25 Total Slack 0 days 36 days 7 days 0 days 0 days 31 days 31 days 31 days 31 days 41 days 69 days 31 days 31 days 31 days 31 days 131 days Tue 10/15/24 Mon 4/21/25 0 days Wearing Course "No Paving Window" 106 days HMA Wearing Course Entire Project Tue 10/15/24 3 days Tue 3/18/25 Fri 3/21/25 2 days Fri 4/4/25 10 days 10 days 0 days Pavement Cure Before Final Striping 10 days Final Striping & Channelization Planting & Landscape Restoration Punchlist, Cleanup & Project Restoration Project Complete 4/21/25 Mon 3/17/25 Thu 3/20/25 Thu 4/3/25 Mon 4/7/25 Fri 3/21/25 Thu 4/3/25 Tue 4/8/25 Mon 4/21/25 Mon 4/21/25 Mon 4/21/25 0 days 0 days 0 days 0 days 2 days 0 days 0 days Feb Mar Qtr 2, 2024 Apr May Jun Qtr 3, 2024 Jul Aug Sep Qtr 4, 2024 Oct Nov Dec Qtr 1, 2025 Jan Feb Mar Qtr 2, 2025 Apr May Jun �. Construct Pier Caps Abutment 1 & Pier 2 emove & Relocate Pier 2 Work Platform NrmFarm & Pour Columns Pier 3 Construct Pier Caps Pier3 Remove Work Platform Pier 3 Construct Superstructure Set WF100G Girders Span 2 j Set 80' Precast Slabs Span 1 77 days Form, Rebar, Pour & Cure Span2 , Pour, Cure Span 1 Toping Course Cast Barrier, Curbs & Install Bridge Rails I Approach Slabs L, Grading, Surfacing, Pave N & S Approaches Temp Pavement Markings & Luminaires Wearing Course "No Paving Window" HMA Wearing Course Entire Proj Pavement Cure Before Final Final Striping & Channeliza lanting & Landscape Restoi Punchlist, Cleanup & F Project Complete 4/2 42nd Ave South - Alternate Alighment Construction Schedule 7-31-21 Sat 7/31/21 42nd Ave S Bridge Replacement - S 124th ST Alignment Preliminary Construction Schedule Sheet 2 of 2 264 APPROACH SLAB C 0 0.5 50 -u 0'-3" PIER 2 PIER 1 80'-0" C D 332'-0" S 124TH ST % NEW ROADWAY CV NEW BRIDGE V % PIER 2 STA. 51+23.0 190'-0" 52+00 J w w 1 Work Platform Relocated to Support Erection Crane 0 BRIDGE PLAN 190,-0" % PIER 3 OHP t APPROACH SLAB APPROACH SLAB—\ PRESTRESSED CONCRETE GIRDE 4'0 DRILLED SHAFT BRIDGE BARRIER % PIER 3 iSTA. 53+33.0 3' FREEBOARD OHWM 10'0 DRILLED SHAFT PUBLIC' WORKS *ENGINEERING* STREETS* WATER*SEWER* PARKS* BUILDING* By PRESTRESSED CONCRETE GIRDER BRIDGE ELEVATION Date Designed TMW Drawn MJS Checked Proj Eng Proj Dir Field Bk # TT TRANTECH Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 10'0 DRILLED SHAFT Associates, LLL 1 4 -o F APPROACH SLAB Shoring Casing DUWAMISH RIVER - S. 124TH ST. BRIDGE Work Platform Configurations If 3 F u 0 o- F v Know what's below. Call before you dig. File No. 124th St Concept l.dwg SAS 1„_20' No. Date Revisions Date77JUNE 2021 Figure Al L N Single Point Pick WF100G Girder 206K + 25K Rigging (51 0 0 U E dd APPROACH SLAB APPROACH PIER 1 7,2 I— C C 4) C PIER 2 190'-0" P 95'-0" PIER 3 NM 1 41111311 111:%1 to 1111111 Ilq ail ' IIIIIIIIIIIlllllllliJU0 a'r"Ir rr+i • y Iot i'i I, .I .fill —Ili II I ino1111154 , 111111111■ IIIIIIIl11lillllll IIIIIIII II N y/11111111 11 Ilial li III IIII 11111111"4 Qe A321_4' NEW BRIDGE Relocated Work Platfom PIER 1 8Q,":00" q PIER 2 pod...STA. 51+23.0 DUWAMISH RIVER 660T Crawler Crane w/ Maxer Attachment 190,-0" APPROACH SLAB 1 i OHP OHP It OH W OH PI: 22+21.03 N q PIER 3 STA. 53+33.0 4'0 DRILLED SHAFT PRESTRESSED CONCRETE GIRDER 1' - BRIDGE BARRIER 11 3' FREEBOARD 10'0 DRILLED SHAFT PUBLIC WORKS DEPT_ *ENGINEERING*STREETS*WATER*SEWER*PARKS* BUILDING* OHWM PRESTRESSED CONCRETE GIRDER BRIDGE ELEVATION By Designed TMW Drawn MJS Checked Proj Eng Proj Dir Field Bk # Date TT TRANTECH Engineering LLC 365 118th Ave. SE, Suite 100 Bellevue, Washington 98005 Phone: 425.453.5545 10'0 DRILLED SHAFT ott - Sakai 1 N N :r 23.57 APPROACH SLAB 3 F u 18000 MAX -ER Boom No. 55 or No. 55A , with 42,7m (140') No. 56 Mast with 18m (59') position I 223 170 kg (492,000 Ib) Counterweight 145 150 kg (320,000 Ib) Carbody Counterweight 390 090 kg (860,000 Ib) Wheeled Counterweight or Hanging Counterweight 360° Rating Boom m (ft) 42,7 (140) kg (Ib) x 1 000 54,9 67,1 79,2 (180) (220) (260) 91,4 103,6 115,8 134,0 (300) (340) (380) (440) Radius 8,5 750,0 (28) (1653.5) 10,0 750,0 684,8 (34) (1653.5) 1509.8) 12,0 715,7 684,8 570,9 (40) (1543.3) 1509.8) (1258.0) 14,0 649,9 647,9 565,8 405,6 — (50) (1310.1) 1303.8) (1240.2) (894.4) (655,0) 18,0 502,1 499,3 497,8 405,6 297,1 223,1 — (60) (1089.4) 1083.3) (1075.8) ( 894.4) ( 655,0) (491.9) (374.2) 20,0 450,8 448,0 444,6 405,6 297,1 223,1 169,7 117,2 (70) (929.9) (923.9) (916.3) ( 894.4) ( 655,0) ( 491.9) ( 374.2) (258.5) 24,0 373,1 370,4 367,0 364,8 297,1 223,1 169,7 117,2 (80) (809.2) (803.3) (795.7) (789.4) ( 655,0) ( 491.9) ( 374.2) ( 258.5) 30,0 294,5 291,9 288,5 285,6 284,2 223,1 169,7 117,2 (100) (638.4) (632.8) (625.2) (618.9) (612.1) ( 491.9) ( 374.2) ( 258.5) 36,0 233,1 239,1 235,6 232,8 229,7 223,1 169,5 (120) (502.2) (518.0) (510.4) (504.2) (497.4) ( 491.9) (373.7) 42,0 181,4 201,0 197,6 194,8 191,8 189,9 167,2 (140) (387.5) (435.4) (427.7) (421.6) (414.9) (410.9) (368.2) 48,0 167,5 168,9 166,1 163,1 161,3 159,4 (160) (359.6) '365.4) (359.3) (352.6) (348.7) (343.7) DUWAMISH RIVER - S. 124TH ST. BRIDGE Main Span Girder Setting 116,4 (256.5) 115,1 (253.4) 113,6 (250.1) } F V Figure A2 No. Date Revisions File No. 124th St Concept 1.dwg 1...20' Dateate JUNE 2021 .001 Appendix L — Bridge Alternatives Opinion of Cost 267 453 42nd Ave S Bridge Replacement - 42nd Ave S Alignment Steel Plate Girder Superstructure TRANTECH Engineering LLC ITEM DESCRIPTION QUANTITY MEAS. UNIT UNIT PRICE COST MOBILIZATION 1 LS $ 1,262,913 $ 1,262,913 TESC 1 LS 50,000 $ 50,000 TEMP DETOUR ALIGNMENT (RELOCATE EXISTING BRIDGE) 1 LS 1,500,000 $ 1,500,000 TEMPORARY WORK BRIDGE 1 LS 360,000 360,000 EXIST BRIDGE REMOVAL & DISPOSAL 8,520 SF 50 $ 426,000 NEW BRIDGE 14,405 SF 475 $ 6,842,375 TRAFFIC CONTROL 1 LS 250,000 $ 250,000 APPROACH SLAB 275 SY 400 $ 110,000 SURVEYING 1 LS 200,000 $ 200,000 UTILITY RELOCATION 1 LS 200,000 $ 200,000 SOLDIER PILE WALL ALONG 42ND AVE 5 8,000 SF 150 $ 1,200,000 CIVIL ROADWAY APPROACH ITEMS (15% OF ABOVE) 1 LS 1,490,756 $ 1,490,756 CORE CONSTRUCTION COST (CCC) $ 13,892,044 RIGHT-OF-WAY $ 200,000 CONTINGENCY (25% CCC) $ 3,473,011 ENGINEERING (25% CCC) $ 3,473,011 CONSTRUCTION ENGINEERING (18% CCC) $ 2,500,568 INFLATION @ 3% FOR 2 YEARS $ 833,523 TOTAL $ 24,372,157 268 42nd Ave S Bridge Replacement - 42nd Ave S Alignment Pre -stressed Concrete Girder Superstructure TRANTECH Engineering LLC ITEM DESCRIPTION QUANTITY MEAS. UNIT UNIT PRICE COST MOBILIZATION 1 LS $ 1,345,742 $ 1,345,742 TESC 1 LS 50,000 $ 50,000 TEMP DETOUR ALIGNMENT (RELOCATE EXISTING BRIDGE) 1 LS 1,500,000 $ 1,500,000 TEMPORARY WORK BRIDGE 1 LS 360,000 360,000 EXIST BRIDGE REMOVAL & DISPOSAL 8,520 SF 50 $ 426,000 NEW BRIDGE 14,405 SF 525 $ 7,562,625 TRAFFIC CONTROL 1 LS 250,000 $ 250,000 APPROACH SLAB 275 SY 400 $ 110,000 SURVEYING 1 LS 200,000 $ 200,000 UTILITY RELOCATION 1 LS 200,000 $ 200,000 SOLDIER PILE WALL ALONG 42ND AVE 5 8,000 SF 150 $ 1,200,000 CIVIL ROADWAY APPROACH ITEMS (15% OF ABOVE) 1 LS 1,598,794 $ 1,598,794 CORE CONSTRUCTION COST (CCC) $ 14,803,161 RIGHT-OF-WAY $ 200,000 CONTINGENCY (25% CCC) $ 3,700,790 ENGINEERING (25% CCC) $ 3,700,790 CONSTRUCTION ENGINEERING (18% CCC) $ 2,664,569 INFLATION @ 3% FOR 2 YEARS $ 888,190 TOTAL $ 25,957,499 269 42nd Ave S Bridge Replacement - S 124th Street Alignment Steel Plate Girder Superstructure TRANTECH Engineering LLC ITEM DESCRIPTION QUANTITY MEAS. UNIT UNIT PRICE COST MOBILIZATION 1 LS $ 1,102,593 $ 1,102,593 TESC 1 LS 50,000 $ 50,000 TEMP DETOUR ALIGNMENT (RELOCATE EXISTING BRIDGE) 1 LS 500,000 $ 500,000 TEMPORARY WORK BRIDGE 1 LS 360,000 360,000 EXIST BRIDGE REMOVAL & DISPOSAL 8,520 SF 50 $ 426,000 NEW BRIDGE 13,860 SF 475 $ 6,583,500 TRAFFIC CONTROL 1 LS 250,000 $ 250,000 APPROACH SLAB 350 SY 400 $ 140,000 SURVEYING 1 LS 200,000 $ 200,000 UTILITY RELOCATION 1 LS 1,000,000 $ 1,000,000 WALL ALONG 42ND AVE S 1,200 SF 75 $ 90,000 CIVIL ROADWAY APPROACH ITEMS (15% OF ABOVE) 1 LS 1,426,425 $ 1,426,425 CORE CONSTRUCTION COST (CCC) $ 12,128,518 RIGHT-OF-WAY $ 400,000 CONTINGENCY (25% CCC) $ 3,032,129 ENGINEERING (25% CCC) $ 3,032,129 CONSTRUCTION ENGINEERING (18% CCC) $ 2,183,133 INFLATION @ 3% FOR 2 YEARS $ 727,711 TOTAL $ 21,503,620 270 42nd Ave S Bridge Replacement - S 124th Street Alignment Pre -stressed Concrete Girder Superstructure TRANTECH Engineering LLC ITEM DESCRIPTION QUANTITY MEAS. UNIT UNIT PRICE COST MOBILIZATION 1 LS $ 1,178,838 $ 1,178,838 TESC 1 LS 50,000 $ 50,000 TEMP DETOUR ALIGNMENT (RELOCATE EXISTING BRIDGE) 1 LS 500,000 $ 500,000 TEMPORARY WORK BRIDGE 1 LS 360,000 360,000 EXIST BRIDGE REMOVAL & DISPOSAL 8,520 SF 50 $ 426,000 NEW BRIDGE 13,860 SF 525 $ 7,276,500 TRAFFIC CONTROL 1 LS 250,000 $ 250,000 APPROACH SLAB 275 SY 400 $ 110,000 SURVEYING 1 LS 200,000 $ 200,000 UTILITY RELOCATION 1 LS 1,000,000 $ 1,000,000 SOLDIER PILE WALL ALONG 42ND AVE 5 1,200 SF 75 $ 90,000 CIVIL ROADWAY APPROACH ITEMS (15% OF ABOVE) 1 LS 1,525,875 $ 1,525,875 CORE CONSTRUCTION COST (CCC) $ 12,967,213 RIGHT-OF-WAY $ 400,000 CONTINGENCY (25% CCC) $ 3,241,803 ENGINEERING (25% CCC) $ 3,241,803 CONSTRUCTION ENGINEERING (18% CCC) $ 2,334,098 INFLATION @ 3% FOR 2 YEARS $ 778,033 TOTAL $ 22,962,950 271