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HomeMy WebLinkAboutRS_6_230302_CR 205 Levee TIR_Final_compiled Technical Information Report Project: Cedar River 205 Project Levee Recertification Renton, WA 98058 SWP 27-3708 PREPARED BY: Chester Bennett, PE City of Renton, Civil Engineer III REVIEWED BY: Jared McDonald, PE City of Renton, Civil Engineer III Date: March, 2nd 2023 Technical Information Report - March 2023 i SWP 27-3708 Cedar River 205 Project Levee Recertification TABLE OF CONTENTS 1.0 Project Overview ............................................................................................................................... 1 1.1 Existing Conditions ........................................................................................................................ 4 1.2 Proposed Conditions ..................................................................................................................... 7 1.3 Soils ............................................................................................................................................... 7 2.0 Conditions and Requirements Summary .......................................................................................... 9 2.1 Drainage Review ........................................................................................................................... 9 2.2 Core Requirements ..................................................................................................................... 10 2.2.1 CR 1 – Discharge at the Natural Location ........................................................................... 10 2.2.2 CR 2 – Offsite Analysis ......................................................................................................... 11 2.2.3 CR 3 – Flow Control Facilities .............................................................................................. 11 2.2.4 CR 4 – Conveyance System ................................................................................................. 11 2.2.5 CR 5 – Construction Stormwater Pollution Prevention ...................................................... 11 2.2.6 CR 6 – Maintenance and Operations .................................................................................. 12 2.2.7 CR 7 – Financial Guarantees and Liability ........................................................................... 12 2.2.8 CR 8 – Water Quality Facilities ............................................................................................ 12 2.2.9 CR9 – On-Site BMPs ............................................................................................................ 12 2.3 Special Requirements ................................................................................................................. 12 2.3.1 SR 1 – Other Adopted Area-Specific Requirements ............................................................ 12 2.3.2 SR 2 – Flood Hazard Area Delineation ................................................................................ 13 2.3.3 SR 3 – Flood Protection Facilities ........................................................................................ 13 2.3.4 SR 4 – Source Controls ........................................................................................................ 13 2.3.5 SR 5 – Oil Control ................................................................................................................ 14 2.3.6 SR 6 – Aquifer Protection Area ........................................................................................... 14 3.0 Offsite Analysis ................................................................................................................................ 14 4.0 Analysis and Design ......................................................................................................................... 15 4.1 Flow Control ................................................................................................................................ 15 4.2 Water Quality .............................................................................................................................. 15 5.0 Conveyance System Analysis and Design ........................................................................................ 15 Technical Information Report - March 2023 ii SWP 27-3708 Cedar River 205 Project Levee Recertification 6.0 Special Reports and Studies ............................................................................................................ 21 7.0 Other Reports.................................................................................................................................. 21 8.0 CSWPP Plan Analysis and Design .................................................................................................... 21 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant .............................................. 25 10.0 Operations and Maintenance Plan ................................................................................................. 26 11.0 Conclusion ....................................................................................................................................... 26 Figures Figure 1 – Project Vicinity Map (RSWDM requirement Figure 2 per Section 2.3.1.1 pg 2-11) ..................... 1 Figure 2 – Site and Area Location Map ......................................................................................................... 3 Figure 3 - Existing Levee Conditions and Type (North) ................................................................................. 5 Figure 4 - Existing Levee Conditions and Type (South) ................................................................................. 6 Figure 5 - USGS Renton Soil Map (RSWDM requirement Figure 4 per Section 2.3.1.1 pg 2-11) .................. 8 Figure 6 – 2022 RSWDM Drainage Review Flow Chart ................................................................................. 9 Figure 7 – FEMA National Flood Hazard Layer Mapping – Cedar River Renton ......................................... 13 Figure 8 - Tributary Exhibit Senior Center Area 6 (C-112) .......................................................................... 17 Figure 9 - Tributary Area Exhibit Sub Shop Area 10 (C-107) ....................................................................... 19 Figure 10 - 100-yr 24-hr Isopluvials Map 2022 RSWDM ............................................................................. 20 Tables Table 1 - Project Site Areas ......................................................................................................................... 10 Appendices Appendix A – TIR Worksheet (Figure 1 per RSWDM Section 2.3.1.1 pg 2-11) Appendix B – Area Exhibits (Figure 3 per RSWDM Section 2.3.1.1 pg 2-11) Appendix C – Geotechnical Analysis Report Appendix D – USGS Soils Map Appendix E – Construction Plans Appendix F – Critical Area Maps Appendix G – Operations and Maintenance Manuals Appendix H – Project Narrative Appendix I – Special Reports Appendix J – Washington State Department of Ecology 303d impairments Technical Information Report - March 2023 1 SWP 27-3708 Cedar River 205 Project Levee Recertification 1.0 PROJECT OVERVIEW The TIR worksheet has been provided in Appendix A. (RSWDM requirement Figure 1 per Section 2.3.1.1 pg 2-11) The Cedar River 205 Project Levee Recertification, herein referred to as the project is located in the City of Renton, herein referred to as the City, See Figure 1 – Vicinity Map below. The project is proposing improvements to an existing levee system to provide continued flood protection along the lower 1.25 miles of the Cedar River and receive certification from the United States Army Corps (USACE) and uphold the current flood mapping by Federal Emergency Management Association (FEMA), These improvements will modify existing earthen embankments and concrete walls. One location will replace high ground and embankment with a concrete retaining wall. The Cedar River 205 Project Levee Recertification was awarded to Tetra Tech by the City in 2015 to assess the existing levee for deficiencies and then to design improvements to reduce flooding risk. The design will modify the existing levee by raising and improving portions of the level to correct deficiencies and will not have significant impacts on the levee footprint or changes in surface coverage. Location The extent of the project study area begins at the mouth of the Cedar River at Lake Washington and extends upstream 1.25 miles just past the Logan Ave Bridge. Figure 1 – Project Vicinity Map (RSWDM requirement Figure 2 per Section 2.3.1.1 pg 2-11) Technical Information Report - March 2023 2 SWP 27-3708 Cedar River 205 Project Levee Recertification Background The Cedar River levees were designed by the USACE in the mid-1990s, and their construction began in April 1999. In December 2000, the flood control was complete. The Cedar River levees are part of the Cedar River Section 205 Flood Damage Reduction project, constructed in cooperation with the USACE. The levees are located on the lower 1.25 miles of the Cedar River and extend from Williams Avenue N to the mouth of the Cedar River at Lake Washington. The Cedar River 205 project protects portions of downtown Renton, The Boeing Company’s 737 plant, and the Renton Municipal airport from the 100-year flood. At the time of completion of the levees in December of 2000 the obligations for operation and maintenance were transferred to the City. The USACE started certification of this levee system in 2004 which allows for adjacent areas (listed above) to be mapped as outside of the FEMA 100-year floodplain critical area. However, in July of 2012 the USACE informed the City that the certification previously issued by the USACE would expire in August 2013. If the levee is not certified, then the levee cannot be considered to offer sufficient protection to keep the areas in the lower 1.25 miles of the Cedar River outside of the 100-year floodplain. Thus, the City is responsible for managing necessary certification of the levee system to keep current FEMA floodplain mapping unchanged. Project Areas and Location The project is comprised of 11 distinct areas as shown in Figure 2 – Site and Area Locations. There are eight areas that are proposing construction activity as well as mitigation work; Areas 4 – 11. There are three areas in which only mitigation planting work is proposed; Areas 1 - 3. Note that Areas 1-3 are being used for mitigation planting only and do not have construction activity, thus these areas are not included in threshold calculations for the purposes of this report as shown in Table 1 and Appendix B. Technical Information Report - March 2023 3 SWP 27-3708 Cedar River 205 Project Levee Recertification Figure 2 – Site and Area Location Map AREA 11 North Mitigation Area Middle Mitigation Area South Mitigation Area South Boeing Bridge Sidewalk Repair Senior Center Sub Shop E Perimeter MSE Wall Airport Raise Wall Airport Weather Station Stadium Parking Lot Technical Information Report - March 2023 4 SWP 27-3708 Cedar River 205 Project Levee Recertification 1.1 Existing Conditions The current site conditions are mostly landscaped residential grass surface coverage with slopes ranging from 0% to 5%. The exception are the earthen embankments with approximate slopes of 2.5:1. These earthen embankments were constructed in 2000 by the USACE to serve as levees that provide flood protection up to the 100-year event. Some areas have paved surfaces directly adjacent to or on top of the existing earthen embankments. Concrete walls are also contained in the areas that were constructed as levees to provide flood protection up to the 100-year event. Drainage patterns in all areas convey runoff via sheet flow over landscaping residential grass and briefly over impervious surfaces that ultimately discharge into the Cedar River receiving water body. There will be no major changes to drainage patterns or basins on this project. See Appendix B for exhibits in the existing and proposed conditions of each area. The existing and proposed conditions exhibits also show drainage basins, patterns, and discharge locations (RSWDM requirement Figure 3 Section 2.3.1.1 pg 2-11). Figures 3 and 4 on the following pages were taken from the February 2, 2022 Geoengineers Levee Modification Analysis geotechnical report (included in Appendix C of this report) which show the full extent of the project site and the type of levee in the existing conditions. Technical Information Report - March 2023 5 SWP 27-3708 Cedar River 205 Project Levee Recertification Figure 3 - Existing Levee Conditions and Type (North) Technical Information Report - March 2023 6 SWP 27-3708 Cedar River 205 Project Levee Recertification Figure 4 - Existing Levee Conditions and Type (South) Technical Information Report - March 2023 7 SWP 27-3708 Cedar River 205 Project Levee Recertification 1.2 Proposed Conditions There will be minimal updates to the existing structures footprint, surface coverage types, and infrastructure on this project. See Part II of Appendix B for exhibits of areas in the proposed conditions that showing drainage patterns, discharge locations, and TDA’s that will be largely unchanged. (RSWDM requirement Figure 3 Section 2.3.1.1 pg 2-11). The project proposes to add additional height to existing concrete flood walls, add a new concrete wall to the southwest of the Renton Senior Center and add earthen embankment levee fill to add additional height and width to the existing embankment. At the Senior Center site (Area 6) and the Sub Shop site (Area 10) new storm drain conveyance pipes and existing storm structures will be modified but will maintain flow patterns, discharge locations, and receiving water bodies. Above ground temporary irrigation systems will be installed to supply water at all mitigation areas along with the required meters and water service infrastructure. All surfaces impacted by the construction will be replaced back to the original existing conditions. Landscaped areas will be improved to remove invasive species and meet mitigation requirements as noted in the construction plans. 1.3 Soils The site is located at the southern extent of Lake Washington in an alluvial valley adjacent to the Cedar River. Within the project area, the Cedar River flows in a channel created in 1912 to divert the Cedar River away from its previous confluence with the Black River to the north into Lake Washington. The Black River later dried up in 1916 when the water level in Lake Washington was controlled as part of the Ship Canal project that connected Lake Washington to Lake Union. As a result, observed geologic conditions within the alluvium might not be consistent with those expected in a natural river system. (Geoengineers, 2022) Explorations performed within the project area indicate a soil profile of interbedded alluvial sands, silts, clays, and gravels. As expected in an alluvial soil profile, the layers of soils vary in thickness and composition along the length of the project area. Aside from the generalized trend of upper and lower alluvium, there was no discernable trend in the data, with regard to discrete layering of sands, silts, clays, and gravels within the alluvium as noted in the geotechnical report of a Levee Modification Analysis dated February 2, 2022 prepared by GeoEngineers included in Appendix C of this report. To satisfy Section 2.3.1.1 requirement Figure 4 an excerpt of the USDA soil map is shown in Figure 5 below denoting fill soils for general soil conditions of the site and the surrounding area. The full USGS soil map has been included in Appendix D of this report. Technical Information Report - March 2023 8 SWP 27-3708 Cedar River 205 Project Levee Recertification Figure 5 - USGS Renton Soil Map (RSWDM requirement Figure 4 per Section 2.3.1.1 pg 2-11) Project Site Technical Information Report - March 2023 9 SWP 27-3708 Cedar River 205 Project Levee Recertification 2.0 CONDITIONS AND REQUIREMENTS SUMMARY This project meets the definition of maintenance, as the work proposed is to repair and replace the existing levee to meet current standards from the USACE and deficiencies determined by Tetra Tech for recertification to maintain hydraulic and hydrologic conditions of the Cedar River during the 100-yr storm event. The proposed improvements are in-kind to the existing conditions and will maintain flow paths, discharge locations, and surface coverage types. Any added improvements and benefit to infrastructure outside of the levee is solely to provide safety improvements for flooding conditions. There will be minimal to zero expansion of the levee system at most areas. This project has requirements, standards, and conditions dictated by: • United States Army Corps (USACE) • The Federal Emergency Management Association (FEMA) • City of Renton 2022 Surface Water Design Manual (RSWDM) 2.1 Drainage Review This report provides a Category 1 Targeted Drainage Review, see flow chart outline from 2022 RSWDM below. Figure 6 – 2022 RSWDM Drainage Review Flow Chart Technical Information Report - March 2023 10 SWP 27-3708 Cedar River 205 Project Levee Recertification This drainage review triggers Core Requirement 5 and Special Requirements 1, 2, 3, 4, and 6. However, this report reviews all 9 Core Requirements and all 6 Special requirements to fully address concerns about the impacts of the work proposed as applicable and cite exemptions. Overall, each site in the project is characterized by minimal improvements to infrastructure adjacent to the levee as shown by the new impervious area totals in Table 1 and area exhibits included in Appendix B which have been provided as a reference beyond the Category 1 Targeted Drainage Review requirements. The sites are distinct and non-contiguous in nature due to being spread out over 1.25 miles on separate banks of the Cedar River. Thus, many Core Requirements and Special Requirements are not applicable. Table 1 - Project Site Areas Area # Description River Bank Total Area (SF) New Imperv (SF) Replaced Imperv (SF) New + Repl Imperv (SF) Replaced Perv (SF) 1 North Mitigation Right 0 0 0 0 0 2 Middle Mitigation Right 0 0 0 0 0 3 South Mitigation Right 0 0 0 0 0 4 South Boeing Bridge Right 2853 0 0 0 2853 5 Stadium Parking Lot Right 2129 0 79 79 2050 6 Senior Center Right 2581 215 0 215 2366 7 Airport Weather Station Left 2726 28 0 28 2698 8 Airport Wall Raise Left 7656 0 1331 1331 6325 9 E Perimeter MSE Wall Left 4572 293 1546 1839 2733 10 Sub Shop Left 5468 0 299 299 5169 11 Sidewalk Repair Right 759 0 293 293 466 Totals (sf) 28,744 536 3,548 4,084 24,660 2.2 Core Requirements 2.2.1 CR 1 – Discharge at the Natural Location All areas in the project do not propose any infrastructure or grading that will result in changes to the discharge location of surface runoff. See below for more specific information for areas showing new storm infrastructure. Renton Senior Center – Area 6 The project will install a new trench drain wrapped in impermeable fabric to prevent infiltration into the subgrade. The trench drain will collect stormwater at the Renton Senior Center and convey flows away from proposed retaining wall to avoid hydrostatic loading. These proposed improvements will Technical Information Report - March 2023 11 SWP 27-3708 Cedar River 205 Project Levee Recertification connect to the existing private storm utilities and discharge at the same location into the Cedar River along the southwestern property line. Sub Shop – Area 10 The proposed storm utilities at this area will not change the discharge location of the existing system and are designed solely to accommodate improvements and modifications proposed to the levee system. 2.2.2 CR 2 – Offsite Analysis The project is exempt from Core Requirement #2 because the project will not have a significant adverse impact on the downstream and/or upstream drainage system per section 1.2.2 Exemption #1 and #3. The receiving waterbody for all project sites is the Cedar River. The Washington State Department of Ecology (DOE) Water Quality Atlas Map depicts the Cedar River on the 303(d) list as well as having other TMDL impairments as of the date of this report. The City recognizes categories 2, 4, and 5 as requiring mitigation measures. See Section 3.0 for further details. A full list of impairments per DOE water quality assessment tool has been included in Appendix J. (https://apps.ecology.wa.gov/ApprovedWQA/ApprovedPages/ApprovedSearch.aspx) 2.2.3 CR 3 – Flow Control Facilities Not applicable due to nature of project as a maintenance project subject to a Category 1 Targeted Drainage Review. Additionally, the proposed project meets the exemption criteria #1 and #2. See Section 4.1 2.2.4 CR 4 – Conveyance System The project is not required to meet CR4 and will be replacing pipes to match the existing conditions. The project scope does not include assessment and improvements to the storm system conveyance capacity. The project will be proposing minimal excavation and disturbance to the existing levee system and no work to downstream pipes that outfall to the Cedar River and penetrate the levee. Any new pipes installed to convey local subbasin tributary areas will exceed the RSWDM requirements per Section 1.2.4.1 and will be designed to convey the 100-year event peak flows. The design and calculations and requirements for the new conveyance pipes are included in Section 5.0. 2.2.5 CR 5 – Construction Stormwater Pollution Prevention A Temporary Erosion and Sediment Control (TESC) plan has been developed for this project in accordance with the RSWDM. The Construction Spill Prevention Plan (CSPP, Part A) and the Stormwater Pollution and Prevention Spill (SWPP, Part B) plan is incorporated in the BMPs shown on the TESC plan sheets of the project construction plans included in Appendix E of this report. Parts A and B are described in further detail in Section 8.0 of this report. Technical Information Report - March 2023 12 SWP 27-3708 Cedar River 205 Project Levee Recertification 2.2.6 CR 6 – Maintenance and Operations Not applicable due to nature of project. Operation and maintenance manuals currently exist for the levee system and no changes are proposed or required by this project per the USACE and FEMA. See Appendix G for relevant manuals. 2.2.7 CR 7 – Financial Guarantees and Liability The project is a public City of Renton project, therefore financial guarantee and liability requirements are not applicable. 2.2.8 CR 8 – Water Quality Facilities Not applicable due to nature of project as a maintenance project. Additionally, the proposed project meets the exemption #1 per Section RSWDM Section 1.2.8. 2.2.9 CR9 – On-Site BMPs Not applicable due to nature of project. Additionally, the project meets the Basic Exemption criteria. 2.3 Special Requirements 2.3.1 SR 1 – Other Adopted Area-Specific Requirements The vicinity of the project site extents are located within and / or adjacent to critical areas per the city’s GIS online map. Plots of these maps have been included in Appendix F of this report for the following areas: Flood Hazard, Shoreline / Wetlands, Slopes, Wellhead Protection Zones, and Seismic. Wetlands have been included in the Shoreline map to show there are none located with the project limits. Slopes have also been included as they are located immediately adjacent to the project and along the banks of the Cedar River but are not included in any of the project site areas. Please see construction plans in Appendix E for greater resolution of project site limits. Due to Wellhead Protection Zones the project will not allow any infiltration facilities. Flood protection facilities are being improved by the project and have complied with all FEMA and USACE regulations. There will be no construction in regulated slopes. Seismic considerations have been included per USACE and levee design parameters. Technical Information Report - March 2023 13 SWP 27-3708 Cedar River 205 Project Levee Recertification 2.3.2 SR 2 – Flood Hazard Area Delineation The project is proposing to improve the existing levee and is thus within a flood hazard area for the 100-yr and 500-yr flood events. See Appendix H for a full project narrative and description of work. Figure 7 below shows the FEMA Special Flood Hazard Areas (https://www.fema.gov/flood-maps/national- flood-hazard-layer). Appendix F contains the City Flood Hazard areas that reflect the FEMA map. The construction plans show the 100-yr flood boundary and relevant to the proposed construction limits and work, see Appendix E. Figure 7 – FEMA National Flood Hazard Layer Mapping – Cedar River Renton 2.3.3 SR 3 – Flood Protection Facilities The proposed project will modify an existing flood protection facility in Figures 3 and 4 in Section 1.1 of this report. Review and approval for the updates has been received from the USACE and review and approval by FEMA is forecasted for spring of 2023. See Appendix H for a full project narrative and description of work. The construction plans, included as Appendix E, show the Flood Protection Facilities to be modified. 2.3.4 SR 4 – Source Controls Not applicable due to nature of project. Technical Information Report - March 2023 14 SWP 27-3708 Cedar River 205 Project Levee Recertification 2.3.5 SR 5 – Oil Control Not required per Category 1 Targeted Drainage Review and nature of project. 2.3.6 SR 6 – Aquifer Protection Area The proposed project is located within Aquifer Protection Zones 1 and 2. Therefore the project will not infiltrate runoff or allow any runoff to come into direct contact with the soil. All runoff will be conveyed via pipe flow or by sheet flow over landscape. The project will replace all disturbed areas in kind and back to existing conditions or better. Thus, meeting RSWDM section 1.3.6 requirements. 3.0 OFFSITE ANALYSIS The adjacent storm systems were not found to present conveyance issues for the project. Each site will ultimately discharge to the Cedar River wherein the DOE Water Quality Atlas Map depicts the Cedar River on the 303(d) list as well as having other TMDL impairments as of the date of this report. The City recognizes categories 2, 4, and 5 as requiring mitigation measures. The project is not expected to exacerbate or contribute to any of these impairments or pollutants. Even so, the erosion control measures and construction plans have incorporated elements to contain any contaminates prior to discharge. Assessment Category Type Number Category Details Mitigation Required Renton Mitigation Required DOE 5 Temperature Bacteria Dissolved Oxygen 2 ea 2 ea 1 ea This is the list of impaired water bodies traditionally known as the 303(d) list. Starting with the 2004 Water Quality Assessment, Washington’s 303(d) list of polluted waters were placed under category 5 in the approved assessment. Total Maximum Daily Loads (TMDLs) or other approved water quality improvement projects are required for the water bodies in this category. If a water body is in this category, it means that we have data showing that the water quality standards have been violated for one or more pollutants, and there is no TMDL — or pollution control program — in place. Yes Yes 4 HPAH LPAH PCBs 1 ea 1 ea 1 ea Category 4 means water bodies that have impairment problems are being resolved in one of three ways: Category 4a — already has an EPA-approved TMDL plan in place and implemented. Category 4b — has a pollution control program, similar to a TMDL plan, that is expected to solve the pollution problems. Category 4c — is impaired by causes that cannot be addressed through a TMDL plan. Impairments in these water bodies include low water flow, stream channelization, and dams. These problems, while not pollutants, require complex solutions to help restore water bodies to more natural conditions. Yes No 2 Mercury Copper 1 ea 1 ea Water bodies in this category have some evidence of a water quality problem, but not enough to show persistent impairment. These are water bodies that we want to continue to test. There are several reasons why a water body would be placed in this category. A water body might have pollution levels that are not quite high enough to violate the water quality standards. Or there may not have been enough violations to categorize it as impaired according to our listing policy. Yes No A full list of impairments and pollutants per DOE water quality assessment search tool has been included in Appendix J. (https://apps.ecology.wa.gov/ApprovedWQA/ApprovedPages/ApprovedSearch.aspx) Technical Information Report - March 2023 15 SWP 27-3708 Cedar River 205 Project Levee Recertification 4.0 ANALYSIS AND DESIGN 4.1 Flow Control Not applicable due to nature of project as a maintenance project subject to a Category 1 Targeted Drainage Review. Additionally, the proposed project meets the following exemption criteria per RSWDM Section 1.2.3: • Less than 5,000 sf new plus replaced impervious surface is created (Table 1 & Appendix B), and • Less than ¾ acres of new pervious surface will be added. 4.2 Water Quality Not applicable due to nature of project as a maintenance project. Additionally, the proposed project meets the following exemption criteria per Section RSWDM Section 1.2.4: • Less than 5,000 sf new plus replaced pollution generating impervious surface that is not fully dispersed is created (Table 1 & Appendix B), and • Less than ¾ acres of new PGPS that is not fully dispersed will be added. 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The project will not be changing the flow characteristics of the existing conveyance system nor proposing to replace any existing pipe systems within the levee which are the most downstream sections of the storm network adjacent to the Cedar River. The project scope is not to assess and improve storm system conveyance capacity. The project will be proposing minimal excavation and disturbance to the existing levee system. New storm pipes will be installed to convey local subbasin tributary areas at two sites. This consists of approximately 80 LF of 6” pipe at the Senior Center Area 6 and 65 LF of 8” pipe at the Sub Shop Area 10. These updates to the storm system are designed to exceed the RSWDM requirements and will convey the 100-yr peak flows as determined using Mannings equation and the Rational Method below. Sizing calculations for pipe capacity are conservative and have used smallest allowable pipe of 6-inches at the lowest possible slope of 0.5% to show sufficient capacity of 0.43 cfs for tributary flows. This is sufficient to carry tributary runoff for the 100-yr peak flows of 0.016 cfs at the Senior Center Area 6 on C-112 and 0.201 cfs at the Sub Shop Area 10 on C-107. See the calculations, figures, and maps on the following pages. Technical Information Report - March 2023 16 SWP 27-3708 Cedar River 205 Project Levee Recertification Senior Center – Area 6 (C-112) See Figure 8 Tributary Area Exhibit on the following page Tributary area = 860 SF = 0.02 AC Pervious Surface coverage = 100% Mannings Equation; 6” Pipe @ 0.5% (min) = 0.43 cfs Q = 1.486/n * A * R2/3 * S1/2 n = roughness coefficient = 0.012 A = cross sectional area of pipe = π (D/2)2 = π (0.5 ft/2)2 = 0.196 R = wetted perimeter of pipe R2/3 = (D/4)2/3 = (0.5/4)2/3 = 0.25 S = slope S1/2 = (0.005 ft/ft)1/2 = 0.0707 Q = (1.486/0.012) * 0.196 * 0.25 * 0.0707 = 0.43 cfs Rational Method: Tributary Area Q = CIRA (cfs) C = Runoff Coefficient (weighted average) C = 0.90 for driveways and roofs C = 0.25 for lawns Weighted C Determination C = (0.90 (0.0 acres) + 0.25 (0.02 acres)) / 0.02 acres = 0.25 IR = Peak Rainfall Intensity = PRiR = 3.192 PR = 3.9 inches (100-year, 24-hour runoff) iR = aRTc -bR = 0.819 aR = 2.61 (100-year) bR = 0.63 (100-year) Tc = Time of concentration (6.3 minutes minimum) Rational Method; Site Flows Q = CIRA (cfs) = (0.25) (3.192) (0.02 ac) = 0.016 cfs Technical Information Report - March 2023 17 SWP 27-3708 Cedar River 205 Project Levee Recertification Figure 8 - Tributary Exhibit Senior Center Area 6 (C-112) Technical Information Report - March 2023 18 SWP 27-3708 Cedar River 205 Project Levee Recertification Sub Shop – Area 10 (C-107) See Figure 9 Tributary Area Exhibit on the following page Tributary area = 3,075 SF = 0.07 AC Impervious Surface coverage = 100% Mannings Equation; 6” Pipe @ 0.5% (min) = 0.43 cfs Q = 1.486/n * A * R2/3 * S1/2 n = roughness coefficient = 0.012 A = cross sectional area of pipe = π (D/2)2 = π (0.5 ft/2)2 = 0.196 R = wetted perimeter of pipe R2/3 = (D/4)2/3 = (0.5/4)2/3 = 0.25 S = slope S1/2 = (0.005 ft/ft)1/2 = 0.0707 Q = (1.486/0.012) * 0.196 * 0.25 * 0.0707 = 0.43 cfs Rational Method: Tributary Area Q = CIRA (cfs) C = Runoff Coefficient (weighted average) C = 0.90 for driveways and roofs C = 0.25 for lawns Weighted C Determination C = (0.90 (0.07 acres) + 0.25 (0.0 acres)) / 0.07 acres = 0.90 IR = Peak Rainfall Intensity = PRiR = 3.192 PR = 3.9 inches (100-year, 24-hour runoff) iR = aRTc -bR = 0.819 aR = 2.61 (100-year) bR = 0.63 (100-year) Tc = Time of concentration (6.3 minutes minimum) Rational Method; Site Flows Q = CIRA (cfs) = (0.90) (3.192) (0.07 ac) = 0.201 cfs Technical Information Report - March 2023 19 SWP 27-3708 Cedar River 205 Project Levee Recertification Figure 9 - Tributary Area Exhibit Sub Shop Area 10 (C-107) Technical Information Report - March 2023 20 SWP 27-3708 Cedar River 205 Project Levee Recertification Figure 10 - 100-yr 24-hr Isopluvials Map 2022 RSWDM Project Site Technical Information Report - March 2023 21 SWP 27-3708 Cedar River 205 Project Levee Recertification 6.0 SPECIAL REPORTS AND STUDIES Multiple special reports have been prepared during pervious phases of this project and have been included in Appendix I of this report. They include: • Biological Assessment (RS_18 19) • Critical Areas Assessment (RS_22) • Floodwall Analysis and Design Report (RS_21) • Levee Embankment Settlement Analysis (RS_21) 7.0 OTHER REPORTS There are no other reports that were required or used in the preparation of the project plans or TIR. 8.0 CSWPP PLAN ANALYSIS AND DESIGN The proposed improvements will comply with guidelines set forth in the 2022 RSWDM. The construction plans included in Appendix E includes erosion/sedimentation control features designed to prevent sediment-laden runoff from leaving the project or from adversely affecting critical water resources during construction. 8.1 TESC Plan Analysis and Design (Part A) The erosion potential of the project is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. The following measures, if applicable, will be used to control sedimentation/erosion processes: 1) Clearing Limits: All areas to remain undisturbed during the construction of the project will be delineated prior to any project / areas clearing or grading. 2) Cover Measures: Disturbed areas will be covered, as required in Section D.2.1.2 of the 2022 RSWDM. 3) Perimeter Protection: The project will install perimeter filter fabric silt fencing and other erosion control BMPs to prevent the transportation of sediment from the project / areas to adjacent properties. The project may also install perimeter ditches and rock check dams that will prevent construction stormwater runoff from entering adjacent properties and direct the storm water runoff to a temporary sediment trap if necessary. 4) Traffic Area Stabilization: A stabilized construction entrance will be provided at the access points to the project / areas if necessary. If additional protection is needed to prevent Technical Information Report - March 2023 22 SWP 27-3708 Cedar River 205 Project Levee Recertification construction vehicles from tracking sediment onto adjacent streets, then a wheel wash will be installed to prevent transport of sediment from vehicles onto the public roadways. 5) Sediment Retention: The project will install storm drain inlet protection and other Erosion Control BMPs to prevent sediment from transferring downstream. 6) Surface Water Collection: Runoff collection is not expected to be necessary. If needed, the contractor will install swales and ditches as necessary to collect on-site construction stormwater and direct it to the temporary storm drain inlet protection. 7) Dewatering Control: Dewatering is not expected to be necessary. If needed, the contractor shall secure the required permits prior to dewatering activities. All de-watering shall be discharged to the sanitary sewer or hauled offsite to an approved discharge location. 8) Dust Control: If needed, the project will implement the use of water and/or water trucks to minimize the wind transport of soils from being deposited in water resources. Dust control will be applied when exposed soils are dry to the point that wind transport is possible and roadways, drainage ways, or surface waters are likely to be impacted. When using water for dust control, the exposed soils shall be sprayed until wet, but runoff shall not be generated by spraying. 9) Flow Control: Flow Control is not expected to be necessary. If needed, the project will install a temporary sediment trap to allow sediment to settle out of onsite runoff prior to discharging from the project / areas. If the area does not easily allow for a sediment trap, the contractor may use a movable storage tanks. The sediment trap will release the sediment treated stormwater using a gravel filter window. Alternatively, the contractor can elect to haul the construction stormwater offsite to be release to an approved discharge location. 10) Control Pollutants: All construction debris will be promptly removed from the project / areas to minimize demolition and construction impacts on the project / areas. The contractor shall implement additional BMPs as required and/or recommended by the City inspector or other agencies as required to prevent demolition and construction debris, waste material, fuel, oil, lubricants, and other fluids from discharging from the project / areas. All construction debris will be promptly removed from the project / areas to minimize demolition and construction impacts on the project / areas. 11) Protect Existing and Proposed Stormwater Facilities and On-site BMPs: The contractor shall protect all existing and proposed infiltration BMPs onsite and adjacent to the construction areas. The contractor shall protect the area of any drainage facilities during excavation to ensure sediment does not build up in the proposed infiltration area; and shall keep all heavy equipment off existing soils under Low Impact Development (LID) facilities that have been excavated to final grade to retain the infiltration rate of the soils. Inlet protection will be also be used on all on-site and adjacent downstream catch basins to reduce sediment-laden water from entering the storm system during construction Technical Information Report - March 2023 23 SWP 27-3708 Cedar River 205 Project Levee Recertification 12) Maintain Protective BMPs: The contractor shall maintain all temporary erosion and sediment control measures as needed to assure continued performance of their intended function. The contractor shall also remove all temporary erosion and sedimentation control BMPs within 30 days of achieving final project / areas stabilization or after the temporary BMPs are no longer needed. 13) Manage the Project: The contractor shall conduct regular inspection and monitoring to ensure the installed erosion and sediment control measures are functioning as intended. The inspection shall occur at least once every calendar week and within 24 hours of any discharge from the project / areas. The project is expected to be a straight forward construction project with no phasing of construction for the short plat improvements. However, Best Management Practices and Good Housekeeping procedures during construction will be employed by the project contractor. 8.2 Stormwater Pollution Prevention and Spill (SWPPS) Plan Design (Part B) The Stormwater Pollution Prevention and Spill (SWPPS) Plan includes three elements: a site plan, a pollution prevention report, and a spill prevention and cleanup report. This report includes identifying the expected sources of potential pollution and spills that may occur during construction, and works to develop a plan to prevent pollution and spills. It also develops a plan to mitigate spills that may occur. The SWPPS Plan will be kept onsite at all times during construction. The general contractor will be responsible to ensure that subcontractors are aware of the SWPPS Plan and a form or record will be provided stating that all subcontractors have read and agree to the SWPPS Plan. Updates or revisions to the SWPPS plan may be required by the City Inspector or City Engineer at any time during project construction if it is determined that pollutants generated on the construction project / areas have the potential to contaminate surface, storm, or ground water. The contractor is required to designate an ESC Lead/Supervisor who is possess a CESCL. The ESC Lead/Supervisor is responsible for installing, inspecting, and maintaining BMPs included in the TESC Plan, and updating the ESC plan and SWPPP to reflect current field conditions. The ESC Lead/Supervisor is also responsible for ensuring that the project is in compliance with the State of Washington NPDES Construction Stormwater General Permit and the ESC Standard in Appendix D of the 2022 RSWDM. The SWPPS Site Plan, Pollution Prevention Report, and Spill Prevention and Cleanup Report have been developed and BMPs have been selected based on Section 2.3.1.4 of the RSWDM. (The below plan can be updated with input from the contractor.) 8.2.1 Pollution and Spill Prevention Source Controls and BMPs The sources of pollution and spills have been identified below, and the BMPs to be used for each source for prevention of both pollution and spills have been listed below: Technical Information Report - March 2023 24 SWP 27-3708 Cedar River 205 Project Levee Recertification Liquids that will be handled or stored onsite are still being assessed by the owner. Tight-fitting lids shall be placed on all containers containing liquids. Containers shall be covered with plastic sheeting during rain events. Drip pans or absorbent materials shall be placed beneath all mounted container taps and at all potential drip and spill locations during filling and unloading of containers. Containers shall be stored such that if a container leaks or spills, the contents will not be discharged, flow, or be washed into the storm drainage system, surface water, or groundwater. Appropriate spill cleanup materials shall be stored and maintained near the container storage area. Storage area shall be swept and cleaned as needed. Area shall not be hosed down such that water drains to the storm drainage system or neighboring areas. Containers shall be checked daily for leaks and spills and replaced as necessary. All spilled liquids will be collected and disposed of properly. Spill control devices shall be routinely inspected on a weekly basis. Dry pesticides and fertilizers, if stored onsite, shall be covered with plastic sheeting or stored in a sealed container. Materials shall be stored on pallets or another raised method to prevent contact with stormwater runoff. Alternatively, the materials shall be contained in a manner such that if the container leaks or spills, the contents will not discharge, flow, or be washed into the storm drainage system, surface waters, or groundwater. Maintenance requirements are the same as liquid materials described above. Soil, sand, and other erodible materials shall be stored onsite as directed by the contractors approved CESCL. Fueling shall not occur onsite. If fueling does occur onsite, the Contractor shall develop a containment plan for spills and provide lighting and signage if fueling occurs at night in conformance with the RSWDM. Maintenance and repair of vehicles shall not occur onsite. If maintenance or repair of vehicles does occur onsite, the Contractor shall develop a spill prevention plan in Conformance with the RSWDM. Truck wheel washing is not expected at a large scale due to the small area of disturbance for the project. All other vehicle washing shall occur in a controlled manner, such that runoff is collected and disposed of in a legal manner. Rinsing of hand tools shall occur as directed by the contractors approved CESCL. Water for washing shall be collected and disposed of in a legal manner. Contaminated soils are not expected. If encountered, contaminated soils will be covered with plastic to prevent stormwater from carrying pollutants away to surface or ground waters. Appropriate spill cleanup materials, such as brooms, dustpans, vacuum sweepers, etc., shall be stored and maintained near the storage area. Storage area shall be swept and cleaned as needed. Area shall not be hosed down such that water drains to the storm drainage system, groundwater, surface water, or neighboring areas. Technical Information Report - March 2023 25 SWP 27-3708 Cedar River 205 Project Levee Recertification During concrete and asphalt construction, the contractor shall provide the following BMPs or equivalent measures, methods or practices as required: 1. Drip pans, ground cloths, heavy cardboard or plywood wherever concrete, asphalt and asphalt emulsion chunks and drips are likely to fall unintentionally, such as beneath extraction points from mixing equipment. 2. Storm drain inlet protection is being provided as shown on TESC plans. Storm drains shall be covered to prevent concrete and asphalt from entering the storm system. 3. Concrete, concrete slurry and rinse water shall be contained and collected and shall not be washed or allowed to discharge into storm drain, ditch, or neighboring parcels. All collected runoff shall be properly disposed of. 4. Contractor shall designate an area where application and mixing equipment cleaning will be conducted. Rinse water and slurry shall be collected, contained, and disposed of in a legal manner. 5. Routine maintenance: the pouring area shall be swept at the end of each day or more frequently if needed. Loose aggregate chunks and dust shall be collected. Areas shall not be hosed down. The contractor may provide the following optional BMPs if the above do not provide adequate source controls: 1. Cover portable mixing equipment with an awning or plastic sheeting to prevent contact with rainfall. 2. Provide catch basin inserts configured for pollutant removal. Ph elevated water shall not be discharged from the project / areas. Contractor shall monitor stormwater for ph prior to discharging from the project / areas. Contractor shall implement a ph treatment plan if ph is not within the natural range. 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT This project is a public maintenance project that will be publicly-maintained, therefore bond quantities, facility summaries, and a declaration of covenant are not required. Technical Information Report - March 2023 26 SWP 27-3708 Cedar River 205 Project Levee Recertification 10.0 OPERATIONS AND MAINTENANCE PLAN The improvements and stormwater infrastructure constructed for this project will be publicly maintained by the City. The City has existing operation and maintenance standards for publicly maintained stormwater facilities that is included in Appendix G of this report. This document is sourced from Appendix A of the RSWDM. Operation and maintenance manuals currently exist for the levee system and no changes are proposed or required by this project per the USACE and FEMA. The project will implement and utilize this manual and it is included in Appendix G in this report. Thus, an operation and maintenance plan for this project is satisfied by these documents. 11.0 CONCLUSION The report has been prepared to City of Renton and/or industry accepted standards. This project will not create any new problems within the downstream drainage system or adjacent bodies of water and comply with all sections of the 2022 RSWDM. Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix A TIR Worksheet CITY OF RENTON SURFACE WATER DESIGN MANUAL 2022 City of Renton Surface Water Design Manual 6/22/2022 8-A-1 REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner _____________________________ Phone ___________________________________ Address __________________________________ _________________________________________ Project Engineer ___________________________ Company _________________________________ Phone ___________________________________ Project Name __________________________ CED Permit # ________________________ Location Township ________________ Range __________________ Section _________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS  Land Use (e.g., Subdivision / Short Subd.)  Building (e.g., M/F / Commercial / SFR)  Grading  Right-of-Way Use  Other _______________________  DFW HPA  COE 404  DOE Dam Safety  FEMA Floodplain  COE Wetlands  Other ________  Shoreline Management  Structural Rockery/Vault/_____  ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (check one): Date (include revision dates): Date of Final:  Full  Targeted  Simplified  Large Project  Directed __________________ __________________ __________________ Plan Type (check one): Date (include revision dates): Date of Final:  Full  Modified  Simplified __________________ __________________ __________________ REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-2 Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: _______________________ Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: SWDM Adjustment No. ________________ Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: ____________________________________________________________________ Special District Overlays: ______________________________________________________________ Drainage Basin: _____________________________________________________________________ Stormwater Requirements: _____________________________________________________________ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS  River/Stream ________________________  Lake ______________________________  Wetlands ____________________________  Closed Depression ____________________  Floodplain ___________________________  Other _______________________________ _______________________________  Steep Slope __________________________  Erosion Hazard _______________________  Landslide Hazard ______________________  Coal Mine Hazard ______________________  Seismic Hazard _______________________  Habitat Protection ______________________  _____________________________________ REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2022 City of Renton Surface Water Design Manual 6/22/2022 Ref 8-A-3 Part 10 SOILS Soil Type ______________________ ______________________ ______________________ ______________________ Slopes ________________________ ________________________ ________________________ ________________________ Erosion Potential _________________________ _________________________ _________________________ _________________________  High Groundwater Table (within 5 feet)  Other ________________________________  Sole Source Aquifer  Seeps/Springs  Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE  Core 2 – Offsite Analysis_________________  Sensitive/Critical Areas__________________  SEPA________________________________  LID Infeasibility________________________  Other________________________________  _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________  Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 9 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated:__________________ Flow Control (include facility summary sheet) Standard: _______________________________ or Exemption Number: ____________ Conveyance System Spill containment located at: _____________________________ Erosion and Sediment Control / Construction Stormwater Pollution Prevention CSWPP/CESCL/ESC Site Supervisor: _____________________ Contact Phone: _________________________ After Hours Phone: _________________________ Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-4 Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. _______________________ On-site BMPs Describe: Special Requirements (as applicable): Area Specific Drainage Requirements Type: SDO / MDP / BP / Shared Fac. / None Name: ________________________ Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Describe: Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High-Use Site: Yes / No Treatment BMP: _________________________________ Maintenance Agreement: Yes / No with whom? _____________________________________ Other Drainage Structures Describe: REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2022 City of Renton Surface Water Design Manual 6/22/2022 Ref 8-A-5 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION  Clearing Limits  Cover Measures  Perimeter Protection  Traffic Area Stabilization  Sediment Retention  Surface Water Collection  Dewatering Control  Dust Control  Flow Control  Control Pollutants  Protect Existing and Proposed BMPs/Facilities  Maintain Protective BMPs / Manage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION  Stabilize exposed surfaces  Remove and restore Temporary ESC Facilities  Clean and remove all silt and debris, ensure operation of Permanent BMPs/Facilities, restore operation of BMPs/Facilities as necessary  Flag limits of sensitive areas and open space preservation areas  Other _______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Description Water Quality Description On-site BMPs Description  Detention  Infiltration  Regional Facility  Shared Facility  Other _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________  Vegetated Flowpath  Wetpool  Filtration  Oil Control  Spill Control  Other _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________  Full Dispersion  Full Infiltration  Limited Infiltration  Rain Gardens  Bioretention  Permeable Pavement  Basic Dispersion  Soil Amendment  Perforated Pipe Connection  Other _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-6 Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS  Drainage Easement  Covenant  Native Growth Protection Covenant  Tract  Other ____________________________  Cast in Place Vault  Retaining Wall  Rockery > 4′ High  Structural on Steep Slope  Other _______________________________ Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. ____________________________________________________________________________________ Signed/Date Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix B – Area Exhibits Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Part I: Existing Conditions Area Exhibits HVFHVFHVFC&GC&GC&GC&GC&G C&G C&G SF SF SP 19+00 1 2 3 4 5 6 25 25 23 24 24 26 26 27 27 20 18 19 21 22 23 CEDAR RIVER 7 8 100-YEAR FLOOD EXTENTS 9 SUGGESTED TOPSOIL STOCKPILE LOCATION LB STA 18+50 TO 19+50 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-01 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM IMPROVE FLOODWALL TO EMBANKMENT TRANSITION LB STA 18+50 TO 19+50 SCALE: 1" = 10' KEY NOTES EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01. SURROUND WEATHER STATION WIND TOWER WITH HIGH VISIBILITY FENCE (SEE KEY NOTE 4). PROTECT WEATHER STATION WIND TOWER DURING CONSTRUCTION. PROTECT EXISTING 3" BRASS DISK. REMOVE EXISTING RIP RAP AND STOCKPILE FOR REUSE. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. 0 SCALE: 5'10'20' 1'' = 10' ON 22x34 SHEETN EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS. 3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 4.ROADWAY SHALL NOT BE IMPEDED DURING CONSTRUCTION BY STOCKPILING OR STAGING. 2 3 1 4 5 6 7 8 9 252426272825 23 24 26+00 27+00 28+00 29+0 0 SF SF SF SF SF SF SF 1 CEDAR RIVER 100-YEAR FLOOD EXTENTS 1 3 2 4 5 1 6 3 7 2 25 25 23 23 24 24 26 26 27 27 28 28 29 29 SF SF SF SF SF SF SF SF SF CEDAR RIVER 100-YEAR FLOOD EXTENTS 3 2 4 1 5 2 6 4 DESCRIPTIONBEGIN REMOVING AND RESETTING GUARDRAILEND REMOVING AND RESETTING GUARDRAILBEGIN REMOVING AND RESETTING CHAINLINK FENCEEND REMOVING AND RESETTING CHAINLINK FENCEPOINT TABLE POINT 1 2 3 4 NORTHING 182674.5± 182319.3± 182675.2± 182319.8± EASTING 1299266.8± 1299355.3± 1299269.3± 1299357.3± DESCRIPTION BEGIN REMOVING AND RESETTING GUARDRAIL END REMOVING AND RESETTING GUARDRAIL BEGIN REMOVING AND RESETTING CHAINLINK FENCE END REMOVING AND RESETTING CHAINLINK FENCE LB STA 26+50 TO 33+50 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-02 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM LEVEE EMBANKMENT WITH CURB WALL LB STA 30+00 TO 33+50 SCALE: 1" = 20' FLOODWALL ADDITION AND CURB WALL LB STA 26+50 TO 30+00 SCALE: 1" = 20' KEY NOTES EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE. ENSURE SILT FENCE DOES NOT ENCROACH ON OHW LINE. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE AND RESET EXISTING GUARDRAIL AT NEAREST JOINT OR POST. SEE SHEET C-103 FOR GUARDRAIL LOCATION. REMOVE EXISTING CHAINLINK FENCE AT NEAREST POST. REMOVE EXISTING BIRD PREVENTION WIRE. EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS. 3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 4.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC.MATCHLINE SEE BELOWMATCHLINE SEE ABOVE0 SCALE: 10'20'40' 1'' = 20' ON 22x34 SHEET 0 SCALE: 10'20'40' 1'' = 20' ON 22x34 SHEETN N2 3 1 4 5 6 7 OE OE OE OE OE OE OE OE SF SF SF SF SF SF 55+00 56+00 57+00 C&G C&G C&G C&G C&G C&G C&G C&G C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G100-YEAR FLOOD EXTENTS 30 35313233343637LAKE WASHINGTON LOOP TRAIL PROJECT LIMITS (PERMIT ###). IMPROVEMENTS BY OTHERS. 3 6 6 6 8 8 88 9 9 12 13 1 4 5 16 18 19 20 OE OEOESFSFSF SF SF SF SF SF SF C&GC&GC&GC&G C&G C&G C&G C&G C&G C&G C&G C&G C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G100-YEAR FLOOD EXTENTS 3 5 3 5 33 3434 36 363532 33 34LS2 TRAIL SUB SHOP LOGAN AVE S 14 3 4 5 5 6 17 6 4 7 8 10 13 15 15 16 2 2 12 6 6 6 LB STA 55+40 TO 56+90, 58+00 TO 60+00 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-03 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY NOTES ACCESS SITE VIA EAST PERIMETER ROAD AND EAST PERIMETER DRIVE. ACCESS SITE VIA "SUB SHOP #8" PARKING LOT AND LOGAN AVE SOUTH. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL TEMPORARY CONSTRUCTION FENCE (EMERALD CITY STATEWIDE TEMPORARY CHAINLINK FENCE OR EQUAL). INSTALL INLET PROTRECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE EXISTING SHRUB. REMOVE EXISTING TREE. REMOVE EXISTING SIGN AND POST. RETAIN SIGN FOR RELOCATION. SEE SHEET C-105. REMOVE EXISTING CONCRETE FLOODWALL. PLACE STRAW WATTLES AROUND EXISTING CATCH BASIN RIM. SEE KEY NOTE 4. PROTECT EXISTING FLOOD WALL. PROTECT EXISTING MANHOLE / CATCHBASIN. PROTECT EXISTING LIGHT. PROTECT EXISTING SIDEWALK. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. REMOVE EXISTING CATCH BASIN. REMOVE EXISTING PIPES WHERE THEY CONFLICT WITH THE REINFORCED CONCRETE FLOODWALL TYPE 2 AS SHOWN ON SHEET C-107. PLUG AND ABANDON IN PLACE ELSEWHERE. REMOVE EXISTING ASPHALT PAVEMENT. REMOVE EXISTING STOP BAR. SIGN REMOVED BEFORE CONSTRUCTION. CONTRACTOR TO VERIFY. 1 CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. REPAIR AND RAISE FLOODWALL LB STA 58+00 TO 60+00 SCALE: 1" = 10' WIDEN LEVEE EMBANKMENT LB STA 55+40 TO 56+90 SCALE: 1" = 10'NN 0 SCALE: 5'10'20' 1'' = 10' ON 22x34 SHEET 0 SCALE: 5'10'20' 1'' = 10' ON 22x34 SHEET 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 30 27 28 29 31 3230282931 1 4 6 10 7 12 13 100-YEAR FLOOD EXTENTS SOUTH BOEING BRIDGE SF SF SF SF SF SFHVFHVF HVFC&G C&GC&G C&G C&G C&G C&G C&G C&GC&GC&GC&GC&GC&GC&G49+00 50+00 14 11 5 CEDAR RIVER TRAIL 35 35 34 353534 365 2 6 10 7 13 LAKE WASHINGTON LOOP TRAIL PROJECT LIMITS (PERMIT ###). IMPROVEMENTS BY OTHERS. 100-YEAR FLOOD EXTENTS RENTON MEMORIAL STADIUM PARKING LOT HVFC&GC&G C&G C&G C&GC&G C&G C&GC&GC&GC&GC&GC&GC&G64+00 8 14 LOGAN AVE N 15 16 CEDAR RIVER TRAIL 7 OEOEOE403738394138 373 5 6 13 9 100-YEAR FLOOD EXTENTS C&GC&GC&GC&G13 14LOGAN AVE N17 RB STA 49+30 TO 50+30, 63+00 TO 64+30, 65+50 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-04 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RAISE LEVEE EMBANKMENT LANDSCAPING BERM RB STA 63+30 TO 64+30 SCALE: 1" = 10' IMPROVE FLOODWALL TO EMBANKMENT TRANSITION RB STA 49+30 TO 50+30 SCALE: 1" = 10' KEY NOTES ACCESS SITE FROM RENTON AIRPORT VIA SOUTH BOEING BRIDGE. CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH RENTON AIRPORT AND BOEING FOR ACCESS. ACCESS SITE VIA STAGING AREA IN EXISTING RENTON MEMORIAL STADIUM PARKING LOT. ACCESS SITE VIA EXISTING SIDEWALKS. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL TEMPORARY CONSTRUCTION FENCE (EMERALD CITY TEMPORARY CONSTRUCTION FENCE OR EQUAL). INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE EXISTING SHRUB. REMOVE EXISTING TREE PER PROJECT LANDSCAPING PLANS SHEET L-02. PROTECT EXISTING BENCH. SURROUND THE EXISTING BENCH WITH HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01 TO MARK THE PROTECTED AREA. PROTECT EXISTING LIGHT AND ELECTRICAL BOX. PROTECT EXISTING CONCRETE POCKET WALL. PROTECT EXISTING ASPHALT/CONCRETE WALK. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. PROTECT EXISTING COMMUNICATIONS. PROTECT EXISTING CONCRETE CURB. REMOVE EXISTING CONCRETE PAVEMENT. EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.NO HEAVY MACHINERY SHALL BE DRIVEN ON PUBLIC TRAIL 3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 4.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. REMOVE AND REPLACE SIDEWALK AREA RB STA 65+50 SCALE: 1" = 10' 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEETN NN 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEET 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEET 9 10 11 12 13 14 15 16 17 2 3 1 4 5 6 7 8 HVF HVFHVF HVF HVF HVF HVF HVF HVFHVFHVFHVFHVFC&G C&GC&G C&G C&G C&G C&G C&G C&GC&GC&G C&G C&G C&G C&G C&GC&G 3 6 6 2 4 5 7 8 9 4 100-YEAR FLOOD EXTENTS (2 TREES)40363 7 3839414235 35 3233 343636 37 373534 2 10 RENTON SENIOR ACTIVITY CENTER 11 RB STA 65+90 TO 68+50 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-05 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RAISE LEVEE EMBANKMENT WITH FLOODWALL RB STA 65+90 TO 68+50 SCALE: 1" = 10' KEY NOTES ACCESS SITE FROM THE RENTON MEMORIAL STADIUM PARKING LOT. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01. INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE EXISTING HEDGE. REMOVE EXISTING TREE. REMOVE EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION. RETAIN FLAGPOLE AND PLAQUE FOR RESETTING. SEE SHEET C-114 PROTECT EXISTING BUILDING AND FOUNDATION. PROTECT EXISTING CONCRETE WALK. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. PROTECT EXISTING STORM, ROOF DRAIN, AND IRRIGATION LINES. 2 3 1 CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 3.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. 4 5 6 7 8 9 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEETN EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. 10 11 Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Part II: Proposed Conditions Area Exhibits 15 20 25 30 15 20 25 30 0+00 0+20 0+40 0+60 0+80 1+00 EXCAVATION LIMIT BOTTOM OF FLOODWALL FOOTING KEY EG 27.0'± T/W 27.1' MIN TOP OF LEVEE EMBANKMENT FILL 27.1' MIN EXST T/W 27.1'± 8 EXST GROUND ALONG LANDWARD TOE OF WALL 2 4 54 3 13 2' FREEBOARD 100 YEAR WSE 1 12 FLOODWALL T/FTG FLOODWALL B/FTG 2H:1V 5H:1V 1.5H:1V 1.5H:1V 5 20 18 19 21 22 23 24 27 26 24 23 25 25 25 25 2 3 CEDAR RIVER 0+00 0+20 0+40 0+60 0+80 1+001+00.01 X X X 18+60 18+80 19+00 19+20 19+40 19+60 C C C F F FRENTON MUNICIPAL AIRPORT LIMIT OF EXCAVATION 100-YEAR FLOOD EXTENTS ROTATED ARM EL 29.5' 26± LF FLOODWALL EXST USACE LEFT BANK ALIGNMENT TOP OF EMBANKMENT 2 3 4 BEGIN CONSTRUCTION STA 18+50.00 END CONSTRUCTION STA 19+50.00 1 3 2 4 5 6 6 7 B -A - 10 12 11 14 CONSTRUCTION ALIGNMENT ALONG LANDWARD EDGE OF EMBANKMENT AND LANDWARD FACE OF WALL 5 7 8 9 MATCH EXST EL 27.00' MATCH EXST EL 27.15' 8 COORDINATE TABLE POINT 1 2 3 4 5 6 7 8 9 NORTHING 183747.24 183715.76 183708.71 183701.93 183680.30 183652.85 183719.33 183677.58 183676.95 EASTING 1299006.87 1299014.61 1299026.81 1299018.15 1299032.20 1299040.54 1299028.24 1299037.97 1299035.19 DESCRIPTION BEGIN CONSTRUCTION BEGIN EMBANKMENT (LANDWARD EDGE OF EMBANKMENT) BEGIN EMBANKMENT (RIVERWARD EDGE OF EMBANKMENT) BEGIN NEW FLOODWALL (LANDWARD FACE OF WALL) END NEW FLOODWALL (LANDWARD FACE OF WALL) / BEGIN EXST END CONSTRUCTION BEGIN AIRPORT SECURITY FENCE ANGLE POINT OF AIRPORT SECURITY FENCE END AIRPORT SECURITY FENCE OHW OHW 15 20 25 30 35 15 20 25 30 35 0 5 10 15 200-5-10-15-20 1.5 1 FLOODWALL FOOTING KEY EXCAVATION LIMIT 100 YEAR WSE 2' FREEBOARD EXST GROUND TOP OF LEVEE EMBANKMENT FILL 5 WIDTH VARIES 0.0' - 10.0' FINISHED GRADE 9 2% 1.5 1 GRADE TO EXST GROUND AT MAX 2H:1V NEAT LINE EXCAVATION AROUND KEY 1'1' 14 MATCH EXST 12 15 20 25 30 35 15 20 25 30 35 0 5 10 15 200-5-10-15-20 APPROXIMATE LOCATION OF WEATHER STATION ARM 1.5 1 FLOODWALL FOOTING KEY EXCAVATION LIMIT 100 YEAR WSE 2' FREEBOARD EXST GROUND FINISHED GRADE 5 2 4.9'± WIDTH VARIES 0.0' - 10.0' OHW OHW 5.9'± FINISHED GRADE 9 2% 11 GRADE TO EXST GROUND AT MAX 2H:1V NEAT LINE EXCAVATION AROUND KEY 1' 14 MATCH EXST 12 CONSTRUCTION NOTES 1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE WALL ARE APPROXIMATE. PROTECT IN PLACE. 2.PROVIDE TEMPORARY PROTECTION FOR WEATHER STATION DURING CONSTRUCTION. SEE CONTRACT SPECIFICATION SECTION 8-27. 3.PROTECT EXISTING FLOODWALL. 4.MATCH EXISTING FLOODWALL TOP ELEVATION. 5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 6.PROTECT EXISTING 3" BRASS DISK DURING CONSTRUCTION. 7.TOP OF LEVEE EMBANKMENT WIDTH SHALL BE 10' MINIMUM AT NORTHERN END OF FLOODWALL. 8.EMBED FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION. 9.REINFORCED CONCRETE FLOODWALL TYPE 1 PER DETAIL 1, THIS SHEET. 10.REPLACE STOCKPILED RIPRAP DISTURBED DURING CONSTRUCTION ON RIVERWARD SLOPE. 11.SHORE EXCAVATION WHEN IN THE VICINITY OF THE WEATHER STATION. 12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEETS L-08 AND L-10. 13.JOIN NEW FLOODWALL STEM TO EXISTING FLOODWALL WITH WATERSTOP. SEE DETAIL 2, THIS SHEET. 14.INSTALL AIRPORT SECURITY FENCE (BY OTHERS). 1 2 3 4 5 8 6 7 9 10 11 12 13 14 1'-3"3'-6"1'-3"1'-0"1'-6"3'-9" 4'-0" 5'-3"2'-0"3"2"#5@12" O.C. EACH WAY, EACH FACE #5@12" O.C. EACH WAY, EACH FACE #5 TIE @ 12" O.C. 2-#5 BARS FINISHED GRADE 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEET FLOODWALL PLAN SCALE: 1" = 10' FLOODWALL PROFILE SCALE: HORIZ: 1" = 10', VERT: 1" = 2'NLB STA 18+50 TO 19+50 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-101 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N PLAN AND PROFILE SITE LOCATION FLOODWALL SECTIONA _SCALE: HORIZ: 1" = 5', VERT: 1" = 5' FLOODWALL SECTIONB _SCALE: HORIZ: 1" = 5', VERT: 1" = 5' REINFORCED CONCRETE FLOODWALL TYPE 1 DETAIL SCALE: NTS1 FLEXIBLE JOINT SEALANT COMPRESSIBLE BACKER SEALANT DEPTHSEE NOTE 3.0 AFLEXIBLE JOINT SEALANT NOTES: 1.0 FLEXIBLE JOINT SEALANT: A.FLEXIBLE JOINT SEALANT SHALL BE SIKAFLEX-2C NS, OR APPROVED EQUAL. B.JOINT SEALANT MATERIAL SHALL BE A GUNNABLE OR CAULKABLE MATERIAL MEETING THE REQUIREMENTS OF ASTM C 920, TYPE S (SINGLE COMPONENT) OR TYPE M (MULTICOMPONENT). GRADE NS (A NON-SAP OR GUNNABLE SEALANT THAT PERMITS APPLICATION IN JOINTS ON VERTICAL SURFACES WITHOUT SAGGING OR SLUMPING WHEN APPLIED AT TEMPERATURES BETWEEN 4.4 AND 50°C (40 AND 122°F)) 2.0 JOINT SURFACE PREPARATION: A.JOINT SURFACE PREPARATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. B.ALL JOINT WALL SURFACES MUST BE CLEAN, SOUND, AND FROST-FREE. JOINT WALLS MUST BE FREE OF OLD SEALANT, OILS, GREASE, CURING COMPOUND RESIDUES, AND ANY OTHER FOREIGN MATTER THAT MIGHT PREVENT BOND. SUBSTRATE SHALL BE CLEANED BY MECHANICAL MEANS. C.PLANT MATERIAL SHALL BE REMOVED FROM JOINT AND REMOVED FROM ADJACENT AREAS TO PREVENT FUTURE GROWTH FROM ENTERING THE JOINT. D.SIKAFLEX 429 PRIMER SHALL BE APPLIED TO THE JOINTS AFTER CLEANING, PRIOR TO FLEXIBLE JOINT SEALANT APPLICATION, ACCORDING TO THE MANUFACTURER'S WRITTEN INSTRUCTIONS, INCLUDING HEALTH AND SAFETY RECOMMENDATIONS. FLEXIBLE JOINT SEALANT NOTES (CONT.) 3.0 FLEXIBLE JOINT SEALANT APPLICATION: A.FINISHED DEPTH OF SEALANT SHALL BE ½ OF THE JOINT WIDTH, BUT NOT LESS THAN ¼ INCH OR GREATER THAN ½ INCH. DEPTH SHALL BE MEASURED FROM INSIDE OF CHAMFERED EDGE TO OUTSIDE FACE OF BACKER MATERIAL. B.BACKER SHALL BE INSTALLED IN BOTTOM OF JOINT TO ACHIEVE THE REQUIRED SEALANT DEPTH. BACKER MATERIAL SHALL BE COMPRESSIBLE TO ALLOW UNRESTRICTED MOVEMENT OF THE JOINT AND COMPATIBLE WITH THE SEALANT. C.JOINT SEALANT APPLICATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. D.APPLICATION SHALL OCCUR IN TEMPERATURES BETWEEN 40° F AND 100°F. E.SEALANT SHALL ONLY BE APPLIED TO CLEAN, SOUND, DRY, AND FROST-FREE SUBSTRATES. F.AVOID OVERLAPPING OF SEALANT AS OVERLAPS MAY ENTRAP AIR IN THE JOINT. G.TOOL SEALANT TO ENSURE FULL CONTACT WITH JOINT WALLS AND REMOVE AIR ENTRAPMENT. EXST FLOODWALL NEW FLOODWALL COMPRESSIBLE BACKER FLEXIBLE JOINT SEALANT WATERSTOP WALL CONNECTION DETAIL SCALE: NTS2 WATERSTOP NOTES: 1.WATERSTOP SHALL BE A JP320L RETROFIT EXPANSION JOINT L-SHAPED THERMOPLASTIC WATERSHOP AS MANUFACTURED BY J P SPECIALTIES, INC. (OR APPROVED EQUAL). INSTALL PER MANUFACTURER SPECIFICATIONS. 1 1 15 20 25 30 35 15 20 25 30 35 0+00 1+00 2+00 3+00 3+50 BOTTOM OF CURB WALL / EXCAVATION LIMIT T/W 29.0' MIN EXST T/W 28.5'± EG 28.2'± T/W 28.7'± EXST T/W 28.2'± 2 xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx 4 TOP OF FLOODWALL FINISHED GRADE TOP OF FENCE TOP OF BARBED WIRE 9 9 EXST GROUND ALONG LANDWARD TOE OF WALL 2 STA 0+15.0± 8" EXST SD CROSSING IE 18.86' 1 EXST FLOODWALL 100 YEAR WSE 2' FREEBOARD FREEBOARD T/W = 28.9' MIN 3 252426272820 2525 22 23 24 26 27 282323 22 21 CEDAR RIVER X X 0+00 1+00 2+00 3+00 o o o o o o o o o o oEXST USACE LEFT BANK ALIGNMENT 1 2 3 1 2 3 100-YEAR FLOOD EXTENTS 25 EXCAVATION LIMITS 5 25 2324 26 27 28 68 7 9 CONSTRUCTION ALIGNMENT ALONG CENTERLINE OF WALL 10 26+00 27+00 28+00 29+0 0 30+00 BEGIN CONSTRUCTION STA 26+50.00 4 8 STA 2+18.09 STA 3+09.78 CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OFFLOODWALL RAISE. SEE SHEET TEC-02.4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OFREINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALLBE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITHTHE FACE OF THE CONCRETE CURB WALL.4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.5.PROTECT EXISTING CARSONITE MARKER. COORDINATE TABLE POINT 1 2 3 4 8 10 NORTHING 182976.76 182970.67 182770.46 182678.96 182674.37 182688.09 EASTING 1299221.18 1299222.67 1299271.51 1299265.53 1299266.06 1299266.06 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL RAISE (WALL CENTERLINE). BEGIN SECURITY FENCE. ANGLE POINT (WALL CENTERLINE) END FLOODWALL RAISE, BEGIN NEW CONCRETE CURB WALL (WALL CENTERLINE) BEGIN GUARDRAIL SECURITY FENCE ANGLE POINT. TRANSITION SECURITY FENCE OFF OF FLOOD WALL. CONSTRUCTION NOTES 1.FLOODWALL RAISE PER DETAIL 1, C-104. 2.CONCRETE CURB WALL PER SECTION A, SHEET C-104. 3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OF FLOODWALL RAISE. SEE SHEET TEC-02. 4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 5.PROTECT EXISTING CATCH BASIN. 6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104. 7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OF REINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL. 8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARD PLAN C-23.60-04. 9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND, BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE HEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BY OTHERS). 1 2 3 4 5 6 7 8 9 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 0 SCALE: 10'20'40' 1'' = 20' ON 22X34 SHEET FLOODWALL RAISE PLAN SCALE: 1" = 20' FLOODWALL RAISE PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NKEY MAP SCALE: 1" = 1000' N SITE LOCATIONMATCHLINE - STATION 3+50SEE SHEET C-103LB STA 26+50 TO 30+00 FLOODWALL RAISE AND CURB WALL PLAN AND PROFILEMATCHLINE - STATION 3+50SEE SHEET C-103 20 25 30 35 20 25 30 35 3+50 4+00 5+00 6+00 7+007+00 TOP OF CURB WALL 6 BOTTOM OF CURB WALL / EXCAVATION LIMIT 2' FREEBOARD 100 YEAR WSE T/W 29.8' MIN EG 28.9'± FINISHED GRADE AT TOE ON BOTH SIDES 16" 8" EXST GROUND FINISHED GRADE FREEBOARD EXISTING HIGH GROUND 1 25 24 26 27 28 29 19202122 23 24 25 26 27 28 29 28 27 26 25 24 23 23 22 CEDAR RIVER X X X X X X X X X X X X X4+00 5+00 6+00 7+00 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 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 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 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 o o o 100-YEAR FLOOD EXTENTS EXST USACE LEFT BANK ALIGNMENT A C-104EXST ACCESS ROAD END CONSTRUCTION STA 33+50.00 6 7 EXST GUARDRAIL 3 EXCAVATION LIMITS EXST CITY WATER LINE CROSSING UNDER CEDAR RIVER 4 5 CONSTRUCTION ALIGNMENT ALONG CENTERLINE OF WALL 9 5 30+00 31+00 32+00 33+00 CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OFFLOODWALL RAISE. SEE SHEET TEC-02.4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OFREINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALLBE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITHTHE FACE OF THE CONCRETE CURB WALL.4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.5.PROTECT EXISTING CARSONITE MARKER. COORDINATE TABLE POINT 5 6 7 9 NORTHING 182323.10 182327.40 182298.95 182327.25 EASTING 1299356.32 1299353.88 1299349.24 1299353.29 DESCRIPTION END SECURITY FENCE END CONCRETE CURB WALL (WALL CENTERLINE) END CONSTRUCTION END GUARDRAIL CONSTRUCTION NOTES 1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 2.CONCRETE CURB WALL PER SECTION A, SHEET C-104. 3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTH OF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE CONCRETE CURB WALL. 4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104. 5.PROTECT EXISTING CARSONITE MARKER. 1 3 4 5 2 0 SCALE: 10'20'40' 1'' = 20' ON 22X34 SHEET CONCRETE CURB WALL PLAN SCALE: 1" = 20' CONCRETE CURB WALL PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NDATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N SITE LOCATION LB STA 30+00 TO 33+50 LEVEE EMBANKMENT WITH CURB WALL PLAN AND PROFILEMATCHLINE - STATION 3+50SEE SHEET C-102MATCHLINE - STATION 3+50SEE SHEET C-102 34 35 35 3530 38 30 29 37 34 33 31 323533343736OE OE OE OE OE OE OE OE OE OE CEDAR RIVER 100' FROM LOGAN AVENUE BRIDGE 56+50 57+00 57+50 58+00 58+5059+0 0 55+00 55+20 55+40 55+60 55+80 56+00 56+20 56+40 56+60 56+80 57+00 57+20 57+40 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+50FC C C C C C C C C 100-YEAR FLOOD EXTENTS LOGAN AVENUE BR IDGE A C-106 1 2 3 4 EXCAVATION LIMIT TEST HOLE #1A EG 30.10 IE 25.02 TEST HOLE #1 EG 30.06 IE 26.23 TEST HOLE #3 EG 34.98 IE 27.15 LAKE WASHINGTON LOOP TRAIL PROJECT LIMITS (PERMIT ###). IMPROVEMENTS BY OTHERS. 1 2 2 2 2 3 3 4 5 6 12 9 B C-106 C C-106 D C-106 7 3533343635313233348 5 6 EXST FLOODWALL FL 30.1± MATCH EXST FL 36.5± MATCH EXST 13 14 10 11 11 CONSTRUCTION ALIGNMENT ALONG LANDWARD FACE OF WALL 5 MSE FLOODWALL LEVELING PAD EXCAVATION LIMIT 14 7 8 9 10 36BEGIN CONSTRUCTION STA 0+00.00 END CONSTRUCTION STA. 1+50.00 USACE LEFT BANK ALIGNMENT 12 END OF EXST WALL STA 0+28.55 OFF 15.47'L 15 16 CONSTRUCTION NOTES 1.SHORE ON SOUTHERN END OF WALL EXCAVATION TO PROTECT NEW SIDEWALKS, RAMPS, AND ROAD INSTALLED UNDER THE LAKE WASHINGTON LOOP TRAIL PROJECT. 2.PROTECT EXISTING CATCH BASIN / MANHOLE. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING. 4.PROTECT EXISTING 12" WATER LINE (CITY OF RENTON). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 5.RESTORE 16" STOPBAR IN PAVEMENT RESTORATION AREA PER CITY OF RENTON STANDARD PLAN 128. 6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 7.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT PER CITY OF RENTON STANDARD PLAN 110.1. 8.STEP MSE FLOODWALL IN SINGLE-BLOCK INCREMENTS. SEE WALL PROFILE, THIS SHEET. 9.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER CITY OF RENTON STANDARD PLAN 101 ON THE NORTHEAST SIDE OF PERMITER ROAD. 10.PROTECT EXISTING FLOODWALL. CONSTRUCTION NOTES (CONT.) 11.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-09. 12.PLACE 20' WIDTH OF 4" THICK CSBC. SEE MSE FLOODWALL AT ACCESS POINT, SECTION D, C-106. 13.RELOCATE EXISTING STOP SIGN. 14.RELOCATE EXISTING NO PARKING / BIKE ROUTE / E. PERIMETER RD. SIGNS FROM CURRENT LOCATION TO NEW LOCATION BEYOND MSE FLOODWALL. 15.STEEL PIPE HANDRAIL PER CITY OF RENTON STANDARD PLAN H024. FOUNDATION FOR HANDRAIL SHALL BE PER MSE FLOODWALL MANUFACTURER SPECIFICATIONS. 16.INSTALL ASPHALT RAMP PER DETAIL 3, SHEET C-106. 17.ADJUST GEOTEXTILE LOCATION UPWARDS BY ONE (1) MASONRY BLOCK WHERE THE WALL HEIGHT INCREASES. 18.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 19.GRAVEL LEVELING PAD PER DETAIL 1, SHEET C-106. 20.LEVELING PAD STEP PER DETAIL 2, SHEET C-106. 6 2 3 4 5 1 7 8 9 10 11 12 13 14 TRAFFIC CONTROL NOTES 1.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING AND IMPLEMENTING A TRAFFIC CONTROL PLAN. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO START OF ANY CONSTRUCTION ACTIVITY. 15 16 17 18 19 20 COORDINATE TABLE POINT 1 2 3 4 5 6 7 8 9 10 11 12 NORTHING 180285.97 180278.02 180269.67 180178.61 180273.67 180170.51 180282.10 180226.90 180222.80 180216.14 180166.66 180272.64 EASTING 1300117.84 1300123.90 1300130.26 1300199.68 1300118.20 1300196.81 1300121.01 1300161.07 1300155.70 1300146.95 1300208.75 1300147.45 DESCRIPTION BEGIN CONSTRUCTION BEGIN MSE FLOODWALL / BEGIN STEPPED WALL (LANDWARD FACE OF WALL) END STEPPED WALL (LANDWARD FACE OF WALL) END MSE FLOODWALL (LANDWARD FACE OF WALL) BEGIN CURB AND GUTTER (FLOW LINE) END CURB AND GUTTER (FLOW LINE) BIKE ROUTE, NO PARKING, AND STREET SIGN AND POST STOP SIGN AND POST STOP BAR CENTER (CURBSIDE) STOP BAR CENTER (ROADSIDE) END CONSTRUCTION END OF EXISTING FLOODWALL (CENTERLINE) 25 30 35 40 25 30 35 40 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD 4.1'±3.6'±10 12 1 19 20 (TYP) 17 17 STA 0+20.50 T/W 36.3'± EXST FLOODWALL B/FTG 28.11' B/FTG 28.78' B/FTG 29.45' B/FTG 30.11' B/FTG 30.78' B/FTG 31.45' B/FTG 32.11' B/FTG 32.78' B/FTG 33.45' STA 0+72.25 T/W 36.3'± STA 1+35.00 T/W 36.9'± MATCH EXST EG 36.6'± STA 0+20.50 FG 35.50' MIN 1.5H:1V GEOGRID (TYP) EXCAVATION LIMITS STA 1+12.6± 12" EXST HPW CROSSING IE 27.0'± STA 1+15.6± 12" EXST HPW CROSSING IE 28.2'± 2H:1V EXST GROUND (RIVERWARD TOE OF FLOODWALL) FINISHED GRADE (RIVERWARD TOE OF FLOODWALL) 3 3 17 EXST GROUND (LANDWARD TOE OF FLOODWALL) 15 STA 0+89.9± 24" EXST SS CROSSING IE 17.4'± STA 0+72.25 T/W 36.9'±EXST HIGH GROUND (RIVERWARD OF FLOODWALL) 100' FROM LOGAN AVENUE BRIDGE STA 0+10.00 T/W 31.6'±STEP WALL DOWNTO APPROXIMATE2H:1V SLOPE8FREEBOARD FREEBOARD 15 15 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+50 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-106 WIDEN LEVEE EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUMMSE FLOODWALL PLAN SCALE: 1" = 10' 0 SCALE: 5'10'20' 1" = 10' ON 22X34 SHEETN KEY MAP SCALE: 1" = 1000' N SITE LOCATION 8' MIN TOP OF LEVEE WIDTH LB STA 55+40 TO 56+90 WIDEN LEVEE EMBANKMENT PLAN AND PROFILE MSE FLOODWALL PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' ON 22X34 SHEET 25 30 35 40 45 25 30 35 40 45 0+00 1+00 2+00 3+00 100' FROM LOGAN AVENUE BRIDGE 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD T/W 38.0' MIN T/W 37.4' MIN T/W 37.3' MIN EXCAVATION LIMITS TOP OF EXST WALL EXST GROUND AT LOGAN AVENUE BRIDGE EXST GROUND ADJACENT TO EXST WALL 2 4 3 2 EXST CONCRETE WALK 1.5H:1V EXST HIGH GROUND TIE IN 100 YEAR WSE TEST HOLE #6A IE 29.1'± TEST HOLE #6 IE 26.6'± 12 8 T/FTG B/FTG B/FTG KEY 14 EXST GROUND EXST WALL EXST WALL EXST HIGH GROUND RIVERWARD SIDE TOP OF OVERBUILD FILL 37.8'± TOP OF EMBANKMENT FILL 36.4' MIN T/W 37.3' MIN TOP OF EMBANKMENT FILL 36.4' MIN 8 3 6 5 7 1.5H:1V SHORING FREEBOARD FREEBOARD 11 17 6 5 T/W 37.3' MIN T/W 37.3' MIN TOP OF EXST WALL CEDAR RIVE R 100' FROM LOGAN AVENUE BRIDGE 8 57+ 4 0 57+ 6 0 57+ 8 0 58+ 0 0 58+ 2 0 58+ 4 0 58+6 0 58+8 0 59+0 0 59+20 59+40 59+6 0 59 + 8 0 6 0 + 0 0 6 0 + 2 0 6 0 + 4 0 60+60 0+00 1+00 2+00 LIMIT OF TOP OF EMBANKMENT FILL100-YEAR FLOOD EXTENTSLOGAN AVENUE BR IDGE EXCAVATION LIMIT C - A - 3 32 6 4 24 13 1 12 8 8 9 5 8 9 9 TEST HOLE #6 TEST HOLE #6A B - 35 35 33 34 36 3 6 5 13 14 BEGIN CONSTRUCTION STA 58+00.00 CONSTRUCTION ALIGNMENT ALONG CENTERLINE OF WALL AND EMBANKMENT L2S TRAIL 15 CB1 N 180028.97 E 1300363.65 RIM= 33.5'± IE OUT= 31.20' (8", SE) STA 0+93.19 STA 1+48.67 STA 0+86.43 STA 1+75.01 7 2 10 CB2 N 179969.48 E 1300389.59 RIM= 33.1'± IE IN= 30.85 (8", NW) IE IN= 30.8'± (4", S) IE OUT= 30.8'± (4", N) EXST USACE LEFT BANK ALIGNMENT 16 19 65 LF 8" PVC @ 0.5% 19 STA 0+80.35 END CONSTRUCTION STA 60+50.00 STA 0+32.97 STA 2+18.75 14.2' EMBANKMENT WIDTH 8.0' EMBANKMENT WIDTH EXST CONC WALL VARIESCONCRETE FLOODWALL RAISE SECTIONA _NTS EXST SIDEWALK EXST GROUND EXISTING CURB AT LOGAN AVE. 6.5' ±LOGAN AVENUE 1 18 COORDINATE TABLE POINT 1 2 3 4 5 6 7 8 9 NORTHING 180110.86 180098.02 180051.51 180047.29 180041.82 180032.68 180010.92 179976.57 179926.95 EASTING 1300285.68 1300312.61 1300303.67 1300308.04 1300312.01 1300366.73 1300381.58 1300408.64 1300425.01 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL RAISE (WALL CENTERLINE) END FLOODWALL RAISE (WALL CENTERLINE) BEGIN REINFORCED CONCRETE FLOODWALL TYPE 2 (WALL CENTERLINE) ANGLE POINT (WALL CENTERLINE) ANGLE POINT (WALL CENTERLINE) END REINFORCED CONCRETE FLOODWALL TYPE 2 /BEGIN EMBANKMENT (WALL/EMBANKMENT CENTERLINE) END EMBANKMENT (EMBANKMENT CENTERLINE) END CONSTRUCTION CONSTRUCTION NOTES 1.FLOODWALL RAISE PER DETAIL 1, C-108. 2.REINFORCED CONCRETE FLOODWALL TYPE 2 PER DETAIL 2, C-108. 3.RAISE EMBANKMENT PER SECTION C, THIS SHEET. 4.TAPER EMBANKMENT AND OVERBUILD AT TRANSITION TO CONCRETE FLOODWALL. 5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 6.EMBANKMENT OVERBUILD FILL SHALL BE 6" MIN, THE TOP 4" SHALL BE TOPSOIL, THE REMAINDER SHALL BE COMMON BORROW PER 9-03.14(3). 7.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE. CONSTRUCTION NOTES (CONT.) 8.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). 9.PROTECT EXISTING 24" SEWER MAIN (KING COUNTY). 10.INSTALL NEW CONCRETE INLET PER CITY OF RENTON STANDARD PLAN 200.30. 11.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. 12.PROTECT EXISTING 1" UNKNOWN UTILITY. 13.REPLACE EXISTING CATCH BASIN WITH CATCH BASIN TYPE 2 PER CITY OF RENTON STANDARD PLAN 201.00. 14.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-09. CONSTRUCTION NOTES (CONT.) 15.PROTECT EXISTING SHRUBS. 16.CONTRACTOR TO FIELD LOCATE EXISTING PIPE AND INSTALL NEW CATCH BASIN TYPE 1 PER CITY OF RENTON STANDARD PLAN 200.00. THE CATCH BASIN SHALL INTERCEPT THE EXISTING PIPE AND FLOW THROUGH THE STRUCTURE IN THE POST-CONSTRUCTION CONDITION, AS COMPARED TO THE PRE-CONSTRUCTION CONDITION, SHALL NOT BE INHIBITED. 17.EMBED FLOODWALL 5' INTO LANDSCAPE BERM EMBANKMENT. 18.ELEVATION PER PROFILE. HEIGHT SHALL BE A MINIMUM OF 6". 19.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN. 6 2 3 4 5 1 7 8 9 10 11 12 13 15 14 16 17 18 19 25 30 35 40 25 30 35 40 0 5 100-5-10 EXCAVATION LIMIT 11 23' FREEBOARD EXST GROUND 100-YR WSE NEAT LINE EXCAVATION AROUND KEY 11 25 30 35 40 25 30 35 40 0 5 10 15 200-5-10-15-20 TOP OF OVERBUILD FG 37.5± EXCAVATION LIMIT EXST GROUND 100 YEAR WSE 1.5H:1V 1.5H:1V 3H:1V MAX 2' FREEBOARD 5 7 6 14 BERM TOP WIDTH VARIES, 2' MIN. 0 SCALE: 10'20'40' 1" = 20' ON 22X34 SHEET FLOODWALL AND EMBANKMENT PLAN SCALE: 1" = 20' FLOODWALL AND EMBANKMENT PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 4' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-107 REPAIR AND RAISE FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N REINFORCED CONCRETE FLOODWALL TYPE 2 SECTIONB _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' LB STA 58+00 TO 60+00 REPAIR AND RAISE FLOODWALL PLAN AND PROFILE SITE LOCATION CONSTRUCTION CONSTRAINTS 1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. LANDSCAPE BERM EMBANKMENT SECTIONC _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' 25 30 35 40 25 30 35 40 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+30 EXST GROUND ADJACENT TO POCKET WALL 1 2 3 5 4 3 5 SOUTH BOEING BRIDGE 100' FROM SOUTH BOEING BRIDGE 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD 2H:1V 2H:1V 124 7.2% 5H:1V 100 YEAR WSE EXCAVATION LIMIT FLOODWALL/CLOSURE TRANSITION EXST T/W 32.9'± TOP OF OVERBUILD FG 33.3'± TOP OF LEVEE EMBANKMENT FIILL EL 32.8' MIN TOP OF LEVEE EMBANKMENT FILL EL 32.8' MIN TOP OF OVERBUILD FG 33.3'± MATCH EXST EG 32.3'± MATCH EXST EG 32.2'± MATCH EXST EG 31.5'± MATCH EXST EG 31.0'± 6 END OF EXST FLOODWALL EXST T/W 32.8'± 2 FREEBOARD FREEBOARD 2 5 30 30 25 26 27 28 29 31 322930313228 CEDAR RIVER 48+80 49+00 49+20 49+40 49+60 49+80 50+00 50+20 50+400+00 0+20 0+40 0+60 0+80 1+00 1+20 1+30 FF F F F F FFF F F F F F F TOP OF EMBANKMENT FILL EXCAVATION LIMIT 100-YEAR FLOOD EXTENTS 100' FROM SOUTH BOEING BRIDGESOUTH BOEING BRIDGEEXST USACE RIGHT BANK ALIGNMENT A - 8' MIN. CROWN WIDTH 6 5 1 2 3 4 5 6 7 7 TOP OF EMBANKMENT OVERBUILD 3 9 10 11 12 STA 49+30.00 STA 50+30.00 20 25 30 35 40 20 25 30 35 40 0 5 10 15 20 250-5-10-15-20-25 EXST 8' TRAIL EXCAVATION LIMIT 2H:1V MAX SIDESLOPE (TYP)8' MIN CROWN WIDTH 4 7 12 8 100 YEAR WSE 3' FREEBOARD 2 CONSTRUCTION NOTES1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILEWALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR.2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. THE TOP 4" SHALL BE TOPSOIL (WSDOTTYPE B), THE REMAINDER SHALL BE COMMON BORROW.3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE.6.PROTECT EXISTING 4" GAS (PSE).7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL.8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL.10.ADJUST JUNCTION BOX TO GRADE.11.PROTECT EXISTING LIGHTING POLE.12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ONSHEET L-06. COORDINATE TABLE POINT 1 2 3 4 5 6 7 NORTHING 181781.83 181757.32 181756.84 181751.96 181699.40 181698.92 181684.78 EASTING 1299681.32 1299687.84 1299687.94 1299688.97 1299700.01 1299700.12 1299705.43 DESCRIPTION BEGIN CONSTRUCTION BEGIN EMBANKMENT OVERBUILD (EMBANKMENT CENTERLINE) BEGIN LEVEE EMBANKMENT FILL (EMBANKMENT CENTERLINE) END OF EXISTING FLOODWALL (WALL/EMBANKMENT CENTERLINE) END LEVEE EMBANKMENT FILL (EMBANKMENT CENTERLINE) END EMBANKMENT OVERBUILD (EMBANKMENT CENTERLINE) END CONSTRUCTION CONSTRUCTION NOTES 1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE WALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR. 2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. THE TOP 4" SHALL BE TOPSOIL (WSDOT TYPE B), THE REMAINDER SHALL BE COMMON BORROW. 3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION. 4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE. 6.PROTECT EXISTING 4" GAS (PSE). 7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL. 8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE. 9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL. 10.ADJUST JUNCTION BOX TO GRADE. 11.PROTECT EXISTING LIGHTING POLE. 12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-06. 6 2 3 4 1 7 8 9 5 10 11 12 EMBANKMENT PLAN SCALE: 1" = 10' EMBANKMENT PROFILE SCALE: HORIZ: 1" = 10', VERT: 1" = 2' 0 SCALE: 5'10'20' 1" = 10' ON 22X34 SHEETN EMBANKMENT SECTIONA _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-109 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N RB STA 49+30 TO 50+30 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION PLAN AND PROFILE SITE LOCATION CONSTRUCTION ALIGNMENT ALONG CENTERLINE OF EMBANKMENT CONSTRUCTION CONSTRAINTS 1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. 30 35 40 30 35 40 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 100 YEAR WSE EXISTING HIGH GROUND 100' FROM LOGAN AVENUE BRIDGE 3' MINIMUM FREEBOARD 2' MINIMUM FREEBOARD APPROX. SHARED USE PATH FINISHED GRADE (BY OTHERS) TOP OF LEVEE EMBANKMENT FILL 4H:1V 2H:1V 4H:1V EXCAVATION LIMITS SHORING 2 TOP OF OVERBUILD FG 36.3'±2 TOP OF LEVEE EMBANKMENT FILL EL 35.8' MIN3 5 TOP OF LEVEE EMBANKMENT FILL EL 36.0' MIN (VERIFY IN FIELD) LAKE WASHINGTON LOOP TRAIL PROJECT (BY OTHERS) 5 6 TOP OF OVERBUILD 1.5H:1V FREEBOARD FREEBOARD 4 3 4 35 35 363433 34353435 34 33 363738T T T T 100' FROM LOGAN AVENUE BRIDGE 100-YEAR FLOOD EXTENTS 0+00 0+20 0+40 0+60 0+80 1+0 0 1+2 0 1 +4 0 1 + 6 0 1+80 1+95. 0 9 63+20 63+40 63+60 63+80 64+00 64 + 2 0 64+40 64+60 64+80 LOGAN AVENUE BR IDGE A - EXISTING USACE RIGHT BANK ALIGNMENT EXCAVATION LIMIT LAKE WASHINGTON LOOP TRAIL PROJECT LIMITS (PERMIT ###). IMPROVEMENTS BY OTHERS. BEGIN CONSTRUCTION STA 63+30.00 END CONSTRUCTION STA 64+30.00 1 2 3 6 TOP OF EMBANKMENT OVERBUILD LIMIT OF TOP OF EMBANKMENT FILL 4 5 FG 35.3'± EXCAVATION LIMIT 35 35 36 36 CONSTRUCTION ALIGNMENT ALONG LANDWARD EDGE OF EMBANKMENT RENTON MEMORIAL STADIUM PARKING LOT CED A R R I V E R T R A I L 4 4 3 1 2 5 7 6 SHARED USE PATH REVISION PER THE LAKE WASHINGTON TRAIL LOOP PROJECT (BY OTHERS) 35 FG 36.0' MIN (VERIFY IN FIELD)5 STA 0+63.59 OFF 11.18'R 25 30 35 40 45 25 30 35 40 45 0 5 10 15 200-5-10-15-20 TOP OF OVERBUILD EL 36.4'± TOP OF LEVEE EMBANKMENT FILL EL 35.89' EXCAVATION LIMIT 4H:1V (TYP) (OVERBUILD) 2H:1V MAX SIDESLOPE (TYP) 100 YEAR WSE 2' FREEBOARD 1 21.5H:1V (TYP) T COORDINATE TABLE POINT 1 2 3 4 5 6 NORTHING 180513.99 180509.63 180509.63 180469.96 180462.39 180456.82 EASTING 1300194.01 1300205.27 1300205.27 1300239.99 1300269.86 1300274.34 DESCRIPTION BEGIN CONSTRUCTION BEGIN EMBANKMENT OVERBUILD (LANDWARD EDGE OF EMBANKMENT) BEGIN EMBANKMENT FILL (LANDWARD EDGE OF EMBANKMENT) END EMBANKMENT OVERBUILD / EMBANKMENT FILL (RIVERWARD EDGE OF EMBANKMENT) END EMBANKMENT OVERBUILD / EMBANKMENT FILL (LANDWARD EDGE OF EMBANKMENT) END CONSTRUCTION CONSTRUCTION NOTES 1.EMBANKMENT OVERBUILD SHALL BE 6" MIN, THE TOP 4" SHALL BE TOPSOIL, THE REMAINDER SHALL BE COMMON BORROW. 2.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 3.PROTECT EXISTING 4" GAS (PSE). 4.PROTECT EXISTING COMMUNICATION LINES AND FACILITIES. 5.TOP OF EMBANKMENT FILL TO BE FLUSH WITH SHARED USE PATH CONSTRUCTED BY LAKE WASHINGTON LOOP TRAIL PROJECT. 6.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-07. 7.REPLACE EXISTING SIDEWALK WITH NEW SIDEWALK LANDING AND TRANSITION PANEL PER CITY OF RENTON STANDARD PLAN 102. 1 2 3 4 5 7 6 EMBANKMENT PLAN SCALE: 1" = 10' EMBANKMENT PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' 0 SCALE: 5'10'20' 1" = 10' ON 22X34 SHEETN PLANTING NOTES 1.SEE SHEET L-06 FOR PLANTING NOTES. EMBANKMENT SECTIONA _SCALE: HORIZ: 1" = 5', VERT: 1" = 5' KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-111 REMOVE AND REPLACE SIDEWALK AREA.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 63+30 TO 64+30 RAISE LEVEE EMBANKMENT LANDSCAPING BERM PLAN AND PROFILE SITE LOCATION CONSTRUCTION CONSTRAINTS 1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. 30 35 40 30 35 40 0+00 0+10 0+20 0+30 0+40 0+50 0+60 1 2 MATCH EXISTING EG 37.2'±MATCH EXISTING EG 37.3'± FG 37.2' MIN FG 37.3' MIN 3' FREEBOARD 100 YEAR WSE 0.6'± 1.25% 1 3 4 4 FREEBOARD 403737 3738393735363938 4040 OEOEOEOEOE66 + 0 0 66+ 2 0 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+00 24.5'± 11'±5% MAX3% MAXLIMIT OF DISTURBANCE 1 2 3 4 5 6 A - 32 2 1 LOGAN AVE N 4 4 0.4% 2.6% EG 36.76'EG 36.80' EG 35.83' EG 36.04' FG 37.10' FG 37.00' 100-YEAR FLOOD EXTENTS EXISTING USACE RIGHT BANK ALIGNMENT T COORDINATE TABLE POINT NORTHING EASTING DESCRIPTION CONSTRUCTION NOTES 1.REPLACE SIDEWALK PER CITY OF RENTON STANDARD PLAN 102. 2.SAWCUT, SEE SHEET TEC-04. 3.PROTECT EXISTING 12" HIGH POWER WATER MAIN (BOEING). LOCATION SHOWN IS APPROXIMATE. COVER DEPTH IS ASSUMED BASED ON MINIMUM COVER DEPTHS SPECIFIED IN AVAILABLE AS-BUILT INFORMATION. 4.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-07. 5.PROTECT EXISTING OVERHEAD POWER LINE. 6.PROTECT TREE ROOTS. 1 2 3 4 5 6 GENERAL NOTES 1.CONTRACTOR SHALL RESTORE VEGETATED AREAS DAMAGED DURING CONSTRUCTION PER CONTRACT SPECIFICATION 9-14. 1 2 3 4 5 6 180338.31 180337.61 180313.42 180314.18 180349.36 180348.80 1300376.95 1300384.95 1300381.04 1300372.99 1300375.54 1300385.26 SIDEWALK HIGH GROUND SIDEWALK HIGH GROUND SIDEWALK CORNER SIDEWALK CORNER SIDEWALK CORNER SIDEWALK CORNER 0 SCALE: 5'10'20' 1" = 10' ON 22X34 SHEET SIDEWALK PLAN SCALE: 1" = 10' SIDEWALK SECTION SCALE: HORIZ: 1" = 10' VERT: 1" = 2'A N KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-111 REMOVE AND REPLACE SIDEWALK AREA.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 65+50 REMOVE AND REPLACE SIDEWALK AREA PLAN AND SECTION SITE LOCATION 66+00 66+20 66+40 66+6066+8067+00 67+20 67+40 67+60 67+80 68+00 68+20 68+40 68+60 0+60SD SD SD 0+000+200+400+60 0+80 1+00 1+20 1+40 1+60 1+80 2+002+20 100-YEAR FLOOD EXTENTS EXCAVATION LIMIT 35 4034 36 37 38 39 35 3334 36 37 35403637 3 839414 2 3535353535 403 2 5 2 4 4 4 5 6 36 35 3232 33 34 1 10 EXISTING USACE RIGHT BANK ALIGNMENT 100' FROM LOGAN AVENUE BRIDGE B C-113 3 4 1 1 9 A C-113 C C-113 7 R35' 14 10" CONSTRUCTION ALIGNMENT ALONG RIVERWARD FACE OF FLOODWALL EXISTING BUILDING FOOTING EXISTING BUILDING FOOTING RENTON SENIOR ACTIVITY CENTER CEDAR RIVER TRAIL FLAGPOLE LIGHTING TO BE ADJUSTED AS NEEDED STA 1+48.20 STA 0+73.0215 STA 1+10.0015 15 STA 0+33.97 STA 0+42.81 COORDINATE TABLE POINT 1 2 3 4 5 NORTHING 180378.58 180380.51 180381.02 180370.30 180316.05 EASTING 1300433.25 1300467.17 1300475.99 1300503.24 1300555.29 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL (RIVERWARD FACE) FLOODWALL PC (RIVERWARD FACE) FLOODWALL PT (RIVERWARD FACE) END FLOODWALL (RIVERWARD FACE) / END CONSTRUCTION 9 10 CONSTRUCTION NOTES 1.SHORE TO PROTECT ADJACENT CONCRETE AND SENIOR ACTIVITIES CENTER BUILDING. 2.EMBED FLOODWALL 5' MINIMUM INTO EXISTING HILL. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAIN (BOEING). CONTRACTOR TO VERIFY IN FIELD. 4.PROTECT EXISTING TREES. SEE CONTRACT SPECIFICATION SECTION 8-02.3(1)A. 5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-07. 6.REMOVE AND RESET EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION IN EXISTING LOCATION. 7.REMOVE EXISTING SHRUB. SEE SHEET L-03 FOR REPLACEMENT. 8.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. 9.REINFORCED CONCRETE FLOODWALL TYPE 3. SEE DETAIL 1, SHEET C-113. 10.PROTECT EXISTING STORM AND IRRIGATION LINES. 11.MATCH EXISTING GROUND. 12.MATCH TOP OF FLOODWALL ELEVATION. 13.3H:1V FILL SLOPE ON EITHER SIDE OF FLOODWALL. 14.TRENCH DRAIN TO COLLECT ROOF DRAINAGE. SEE SECTIONS ON FOLLOWING SHEET. 15.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN. 9 10 11 12 13 14 2 3 4 5 1 6 7 8 15 30 35 40 30 35 40 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+50 1.5 1 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD SENIOR ACTIVITIES CENTER 100' FROM LOGAN AVENUE BRIDGE 100 YEAR WSE EXST GROUND EXCAVATION LIMIT FLOODWALL FOOTING FLOODWALL FOOTING KEY EXST BERM BEHIND WALL 2' MIN. EXST CONCRETE WALL 5 EXST CONCRETE FOUNTAIN EXST CONCRETE WALL EXST CONCRETE PAVEMENT 13 TOP OF EMBANKMENT FILL MATCH EG 37.8'± FG 37.3' MIN FG 35.7'± CONCRETE FLOODWALL T/W 37.3' MIN ENTIRE LENGTH 5 2 8 2 11 1 912 11 FREEBOARD FREEBOARD FLOODWALL PLAN SCALE: 1" = 10' 0 SCALE: 5 10 20 1" = 10' ON 22X34 SHEETN PLANTING NOTES 1.SEE SHEET L-06 FOR PLANTING NOTES. KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-113 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 65+90 TO 68+50 RAISE LEVEE EMBANKMENT WITH FLOODWALL PLAN AND PROFILE SITE LOCATION FLOODWALL PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Part III: Tributary Area Exhibits 25 30 35 40 45 25 30 35 40 45 0+00 1+00 2+00 3+00 100' FROM LOGAN AVENUE BRIDGE 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD T/W 38.0' MIN T/W 37.4' MIN T/W 37.3' MIN EXCAVATION LIMITS TOP OF EXST WALL EXST GROUND AT LOGAN AVENUE BRIDGE EXST GROUND ADJACENT TO EXST WALL 2 4 3 2 EXST CONCRETE WALK 1.5H:1V EXST HIGH GROUND TIE IN 100 YEAR WSE TEST HOLE #6A IE 29.1'± TEST HOLE #6 IE 26.6'± 12 8 T/FTG B/FTG B/FTG KEY 14 EXST GROUND EXST WALL EXST WALL EXST HIGH GROUND RIVERWARD SIDE TOP OF OVERBUILD FILL 37.8'± TOP OF EMBANKMENT FILL 36.4' MIN T/W 37.3' MIN TOP OF EMBANKMENT FILL 36.4' MIN 8 3 6 5 7 1.5H:1V SHORING FREEBOARD FREEBOARD 11 17 6 5 T/W 37.3' MIN T/W 37.3' MIN TOP OF EXST WALL CEDAR RIVE R 100' FROM LOGAN AVENUE BRIDGE 8 57+ 4 0 57+ 6 0 57+ 8 0 58+ 0 0 58+ 2 0 58+ 4 0 58+6 0 58+8 0 59+0 0 59+20 59+40 59+6 0 59 + 8 0 6 0 + 0 0 6 0 + 2 0 6 0 + 4 0 60+60 0+00 1+00 2+00 LIMIT OF TOP OF EMBANKMENT FILL100-YEAR FLOOD EXTENTSLOGAN AVENUE BR IDGE EXCAVATION LIMIT C - A - 3 32 6 4 24 13 1 12 8 8 9 5 8 9 9 TEST HOLE #6 TEST HOLE #6A B - 35 35 33 34 36 3 6 5 13 14 BEGIN CONSTRUCTION STA 58+00.00 CONSTRUCTION ALIGNMENT ALONG CENTERLINE OF WALL AND EMBANKMENT L2S TRAIL 15 CB1 N 180028.97 E 1300363.65 RIM= 33.5'± IE OUT= 31.20' (8", SE) STA 0+93.19 STA 1+48.67 STA 0+86.43 STA 1+75.01 7 2 10 CB2 N 179969.48 E 1300389.59 RIM= 33.1'± IE IN= 30.85 (8", NW) IE IN= 30.8'± (4", S) IE OUT= 30.8'± (4", N) EXST USACE LEFT BANK ALIGNMENT 16 19 65 LF 8" PVC @ 0.5% 19 STA 0+80.35 END CONSTRUCTION STA 60+50.00 STA 0+32.97 STA 2+18.75 14.2' EMBANKMENT WIDTH 8.0' EMBANKMENT WIDTH EXST CONC WALL VARIESCONCRETE FLOODWALL RAISE SECTIONA _NTS EXST SIDEWALK EXST GROUND EXISTING CURB AT LOGAN AVE. 6.5' ±LOGAN AVENUE 1 18 COORDINATE TABLE POINT 1 2 3 4 5 6 7 8 9 NORTHING 180110.86 180098.02 180051.51 180047.29 180041.82 180032.68 180010.92 179976.57 179926.95 EASTING 1300285.68 1300312.61 1300303.67 1300308.04 1300312.01 1300366.73 1300381.58 1300408.64 1300425.01 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL RAISE (WALL CENTERLINE) END FLOODWALL RAISE (WALL CENTERLINE) BEGIN REINFORCED CONCRETE FLOODWALL TYPE 2 (WALL CENTERLINE) ANGLE POINT (WALL CENTERLINE) ANGLE POINT (WALL CENTERLINE) END REINFORCED CONCRETE FLOODWALL TYPE 2 /BEGIN EMBANKMENT (WALL/EMBANKMENT CENTERLINE) END EMBANKMENT (EMBANKMENT CENTERLINE) END CONSTRUCTION CONSTRUCTION NOTES 1.FLOODWALL RAISE PER DETAIL 1, C-108. 2.REINFORCED CONCRETE FLOODWALL TYPE 2 PER DETAIL 2, C-108. 3.RAISE EMBANKMENT PER SECTION C, THIS SHEET. 4.TAPER EMBANKMENT AND OVERBUILD AT TRANSITION TO CONCRETE FLOODWALL. 5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 6.EMBANKMENT OVERBUILD FILL SHALL BE 6" MIN, THE TOP 4" SHALL BE TOPSOIL, THE REMAINDER SHALL BE COMMON BORROW PER 9-03.14(3). 7.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE. CONSTRUCTION NOTES (CONT.) 8.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). 9.PROTECT EXISTING 24" SEWER MAIN (KING COUNTY). 10.INSTALL NEW CONCRETE INLET PER CITY OF RENTON STANDARD PLAN 200.30. 11.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. 12.PROTECT EXISTING 1" UNKNOWN UTILITY. 13.REPLACE EXISTING CATCH BASIN WITH CATCH BASIN TYPE 2 PER CITY OF RENTON STANDARD PLAN 201.00. 14.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-09. CONSTRUCTION NOTES (CONT.) 15.PROTECT EXISTING SHRUBS. 16.CONTRACTOR TO FIELD LOCATE EXISTING PIPE AND INSTALL NEW CATCH BASIN TYPE 1 PER CITY OF RENTON STANDARD PLAN 200.00. THE CATCH BASIN SHALL INTERCEPT THE EXISTING PIPE AND FLOW THROUGH THE STRUCTURE IN THE POST-CONSTRUCTION CONDITION, AS COMPARED TO THE PRE-CONSTRUCTION CONDITION, SHALL NOT BE INHIBITED. 17.EMBED FLOODWALL 5' INTO LANDSCAPE BERM EMBANKMENT. 18.ELEVATION PER PROFILE. HEIGHT SHALL BE A MINIMUM OF 6". 19.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN. 6 2 3 4 5 1 7 8 9 10 11 12 13 15 14 16 17 18 19 25 30 35 40 25 30 35 40 0 5 100-5-10 EXCAVATION LIMIT 11 23' FREEBOARD EXST GROUND 100-YR WSE NEAT LINE EXCAVATION AROUND KEY 11 25 30 35 40 25 30 35 40 0 5 10 15 200-5-10-15-20 TOP OF OVERBUILD FG 37.5± EXCAVATION LIMIT EXST GROUND 100 YEAR WSE 1.5H:1V 1.5H:1V 3H:1V MAX 2' FREEBOARD 5 7 6 14 BERM TOP WIDTH VARIES, 2' MIN. 0 SCALE: 10'20'40' 1" = 20' ON 22X34 SHEET FLOODWALL AND EMBANKMENT PLAN SCALE: 1" = 20' FLOODWALL AND EMBANKMENT PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 4' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-107 REPAIR AND RAISE FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N REINFORCED CONCRETE FLOODWALL TYPE 2 SECTIONB _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' LB STA 58+00 TO 60+00 REPAIR AND RAISE FLOODWALL PLAN AND PROFILE SITE LOCATION CONSTRUCTION CONSTRAINTS 1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. LANDSCAPE BERM EMBANKMENT SECTIONC _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' 66+00 66+20 66+40 66+6066+8067+00 67+20 67+40 67+60 67+80 68+00 68+20 68+40 68+60 0+60SD SD SD 0+000+200+400+60 0+80 1+00 1+20 1+40 1+60 1+80 2+002+20 100-YEAR FLOOD EXTENTS EXCAVATION LIMIT 35 4034 36 37 38 39 35 3334 36 37 35403637 3 839414 2 3535353535 403 2 5 2 4 4 4 5 6 36 35 3232 33 34 1 10 EXISTING USACE RIGHT BANK ALIGNMENT 100' FROM LOGAN AVENUE BRIDGE B C-113 3 4 1 1 9 A C-113 C C-113 7 R35' 14 10" CONSTRUCTION ALIGNMENT ALONG RIVERWARD FACE OF FLOODWALL EXISTING BUILDING FOOTING EXISTING BUILDING FOOTING RENTON SENIOR ACTIVITY CENTER CEDAR RIVER TRAIL FLAGPOLE LIGHTING TO BE ADJUSTED AS NEEDED STA 1+48.20 STA 0+73.0215 STA 1+10.0015 15 STA 0+33.97 STA 0+42.81 COORDINATE TABLE POINT 1 2 3 4 5 NORTHING 180378.58 180380.51 180381.02 180370.30 180316.05 EASTING 1300433.25 1300467.17 1300475.99 1300503.24 1300555.29 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL (RIVERWARD FACE) FLOODWALL PC (RIVERWARD FACE) FLOODWALL PT (RIVERWARD FACE) END FLOODWALL (RIVERWARD FACE) / END CONSTRUCTION 9 10 CONSTRUCTION NOTES 1.SHORE TO PROTECT ADJACENT CONCRETE AND SENIOR ACTIVITIES CENTER BUILDING. 2.EMBED FLOODWALL 5' MINIMUM INTO EXISTING HILL. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAIN (BOEING). CONTRACTOR TO VERIFY IN FIELD. 4.PROTECT EXISTING TREES. SEE CONTRACT SPECIFICATION SECTION 8-02.3(1)A. 5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-07. 6.REMOVE AND RESET EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION IN EXISTING LOCATION. 7.REMOVE EXISTING SHRUB. SEE SHEET L-03 FOR REPLACEMENT. 8.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. 9.REINFORCED CONCRETE FLOODWALL TYPE 3. SEE DETAIL 1, SHEET C-113. 10.PROTECT EXISTING STORM AND IRRIGATION LINES. 11.MATCH EXISTING GROUND. 12.MATCH TOP OF FLOODWALL ELEVATION. 13.3H:1V FILL SLOPE ON EITHER SIDE OF FLOODWALL. 14.TRENCH DRAIN TO COLLECT ROOF DRAINAGE. SEE SECTIONS ON FOLLOWING SHEET. 15.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN. 9 10 11 12 13 14 2 3 4 5 1 6 7 8 15 30 35 40 30 35 40 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+50 1.5 1 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD SENIOR ACTIVITIES CENTER 100' FROM LOGAN AVENUE BRIDGE 100 YEAR WSE EXST GROUND EXCAVATION LIMIT FLOODWALL FOOTING FLOODWALL FOOTING KEY EXST BERM BEHIND WALL 2' MIN. EXST CONCRETE WALL 5 EXST CONCRETE FOUNTAIN EXST CONCRETE WALL EXST CONCRETE PAVEMENT 13 TOP OF EMBANKMENT FILL MATCH EG 37.8'± FG 37.3' MIN FG 35.7'± CONCRETE FLOODWALL T/W 37.3' MIN ENTIRE LENGTH 5 2 8 2 11 1 912 11 FREEBOARD FREEBOARD FLOODWALL PLAN SCALE: 1" = 10' 0 SCALE: 5 10 20 1" = 10' ON 22X34 SHEETN PLANTING NOTES 1.SEE SHEET L-06 FOR PLANTING NOTES. KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-113 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 65+90 TO 68+50 RAISE LEVEE EMBANKMENT WITH FLOODWALL PLAN AND PROFILE SITE LOCATION FLOODWALL PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix C Geotechnical Analysis Reports Levee Modification Analysis Cedar River 205 Levee Certification Renton, Washington for Tetra Tech, Inc. February 2, 2022 Levee Modification Analysis Cedar River 205 Levee Certification Renton, Washington for Tetra Tech, Inc. February 2, 2022 1101 South Fawcett Avenue, Suite 200 Tacoma, Washington 98402 253.383.4940 February 2, 2022 | Page i File No. 0693-078-01 Table of Contents 1.0 INTRODUCTION ................................................................................................................................. 1 2.0 DESIGN CONDITIONS ........................................................................................................................ 1 3.0 EXISTING FLOOD PROTECTION SYSTEM ......................................................................................... 1 3.1. Proposed Modifications and Repairs ........................................................................................... 3 4.0 LEVEE AND FOUNDATION SEEPAGE AND STABILITY ANALYSIS .................................................... 5 4.1. General .......................................................................................................................................... 5 4.2. Geologic Setting ............................................................................................................................ 5 4.2.1. Subsurface Explorations ................................................................................................... 5 4.2.2. Previous Subsurface Explorations .................................................................................... 5 4.2.3. Groundwater ...................................................................................................................... 6 4.2.4. Design Soil Properties ....................................................................................................... 6 4.3. Levee Seepage Analysis ............................................................................................................... 8 4.3.1. General ............................................................................................................................... 8 4.3.2. Analysis Method ................................................................................................................ 9 4.3.3. Analysis Results ................................................................................................................. 9 4.4. Levee Stability ............................................................................................................................... 9 4.4.1. Analysis Method ................................................................................................................ 9 4.4.2. Stability Analysis Results ................................................................................................. 10 5.0 CONCLUSIONS ............................................................................................................................... 11 6.0 LIMITATIONS .................................................................................................................................. 12 7.0 REFERENCES ................................................................................................................................. 12 LIST OF FIGURES Figure 1. Vicinity Map Figures 2 and 3. Site Plan Figures LB1-I through LB1-S-I2. SlopeW Output – Left Bank Figures LB2-I through LB2-S-12(R). SlopeW Output – Left Bank Figures LB3-I-1-I through LB3-S-12(R). SlopeW Output – Left Bank Figures RB4-I through RB4-S-12(R). SlopeW Output – Right Bank Figures LB1-1 through RB4-3. SeepW Output APPENDICES Appendix A. Subsurface Explorations and Laboratory Testing Figure A-1. Key to Exploration Logs Figures A-2 through A-5. Logs of Borings Figures A-6 through A-14. CPT Logs Figures A-15 and A-16. Sieve Analysis Results Figures A-17 and A-18. Atterberg Limits Test Results February 2, 2022 | Page ii File No. 0693-078-01 Appendix B. Prior Exploration Logs S&EE 2008 S&EE 2012 Boeing 1966 Associated Earth Sciences, Inc. 2001 USACE 2001 Appendix C. Report Limitations and Guidelines for Use February 2, 2022 | Page 1 File No. 0693-078-01 1.0 INTRODUCTION This report presents GeoEngineers, Inc.’s (GeoEngineers’) geotechnical analysis of the proposed modifications to the Cedar River 205 Levee in Renton, Washington. The City of Renton is working to recertify the existing flood protection system along 1.25 miles of the Cedar River. Both banks are protected for a total of 2.5 miles of levees. The existing flood protection system is located on the east (right) and west (left) bank of the Cedar River between Lake Washington and the Williams Avenue South Bridge as shown in the attached Vicinity Map (Figure 1). Tetra Tech and GeoEngineers collaborated on analysis for the recertification of the levee system as part of a Conditional Letter of Map Revision (CLOMR) application. The analysis is summarized in “Cedar River Section 205 Levee System FEMA CLOMR Submittal” prepared by Tetra Tech and dated April 2018. As part of the CLOMR study, some areas of the levee were identified as requiring modifications prior to certification. Plans for these repairs have been developed by Tetra Tech with input from GeoEngineers. Plans are currently at the 75-percent design level and are expected to be refined further following comments from the City of Renton, U.S. Army Corps of Engineers (USACE), and other stakeholders including Boeing. Our services are being provided in accordance with the geotechnical tasks contained within our agreement with Tetra Tech signed on February 16, 2016 and amended on October 24, 2016 and July 30, 2019. 2.0 DESIGN CONDITIONS There are two hydraulic and river conditions considered in our analyses. The river is periodically dredged as part of the 205 project cooperation agreement between the City of Renton and the USACE. The two hydraulic and river conditions capture the variation that occurs just before dredging and just after dredging. The last dredging project occurred the summer of 2016 and the previous dredging effort occurred in 1998. Prior to dredging, the riverbed is high, resulting in a higher water surface elevation for the same flow conditions. This condition is referred to as the “allowable average bed elevation.” When the river is recently dredged, it results in a lower water surface elevation that does not fully engage the flood protection system. This condition is referred to as the “design dredge bed elevation.” For our analyses, we conservatively used the water surface elevation for the allowable average bed elevation condition combined with the river profile from the design dredge condition. This results in higher water surface elevations combined with taller and steeper slopes than would be expected to occur naturally or through a typical dredge cycle. Hydraulic conditions are analyzed and will be described in more detail in Cedar River Section 205 Levee Recertification: Riverine Hydraulics and Freeboard (Tetra Tech 2017). 3.0 EXISTING FLOOD PROTECTION SYSTEM The current flood protection system consists of levees and floodwalls on the left and right banks of the Cedar River, as shown on the Site Plan (Figures 2 and 3). The flood protection system is located on the last 1.25 miles of the Cedar River as it flows into Lake Washington. It protects parts of downtown Renton, the Renton Municipal Airport on the left bank, and the Boeing manufacturing plant on the right bank. February 2, 2022 | Page 2 File No. 0693-078-01 Over the life of the flood protection system, numerous alignments and stationing systems have been used along the river and the banks of the river to reference location. The stationing used within this report is based upon “Lower Cedar River Flood Control: Levees and Floodwalls” as-built plans prepared by USACE in 2003. Tables 1 and 2 summarize the existing flood protection system elements. TABLE 1. STATION FLOOD PROTECTION SYSTEM ELEMENTS – LEFT BANK Floodwall (FW) or Levee (LE) Station Start Station End Notes LE 0+00 18+95 “Type 3” levee design according to USACE Plans and Drawings modified for As-Built conditions dated July 2001. FW 18+95 29+60 USACE Plans and Drawings modified for As-Built conditions dated July 2001, indicate the floodwall is embedded a minimum of 21 feet below ground surface (bgs) (2.5 feet of concrete bgs and 17.5 feet of steel sheet pile). LE 29+60 35+20 “Type 2” levee design according to USACE Plans and Drawings modified for As-Built conditions dated July 2001. FW 35+20 55+68 USACE Plans and Drawings modified for As-Built conditions dated July 2001, indicate the floodwall is embedded a minimum of 21 feet bgs (2.5 feet of concrete bgs and 17.5 feet of steel sheet pile) includes a “pocket” floodgate used to close the opening in the floodwall at the South Boeing Bridge. LE 55+68 59+10 56+75 63+76 “Type 1” and “Landscape Berm” levee design according to USACE Plans and Drawings modified for As-Built conditions dated July 2001. February 2, 2022 | Page 3 File No. 0693-078-01 TABLE 2. STATION FLOOD PROTECTION SYSTEM ELEMENTS – RIGHT BANK Floodwall (FW) or Levee (LE) Station Start Station End Notes LE 10+00 38+20 “Right Bank Trail Section in Park” as well as “Right Bank Levee Section in Park” levee design according to USACE Plans and Drawings modified for As-Built conditions dated July 2001. FW 38+20 42+75 USACE Plans and Drawings modified for As-Built conditions dated July 2001, indicate the floodwall is embedded a minimum of 21 feet bgs (2.5 feet of concrete bgs and 17.5 feet of steel sheet pile). LE 42+75 48+16 “Right Bank Trail Section in Park” as well as “Right Bank Levee Section in Park” levee design according to USACE Plans and Drawings modified for As-Built conditions dated July 2001. FW 48+16 49+62 Includes a “pocket” floodgate used to close the opening in the floodwall at the South Boeing Bridge. LE 49+62 66+85 66+85 67+30 “Right Bank Trail Section in Park” as well as “Landscape Berm” levee design according to USACE Plans and Drawings modified for As-Built conditions dated July 2001; “Landscape Berm” is located south of the Logan Avenue Bridge and reaches high ground tie-in. FW 67+30 68+85 Approximately/ Undetermined Exact high ground tie-in location is currently undetermined. “Landscape Berm” levee design according to USACE Plans and Drawings modified for As-Built conditions dated July 2001 leads to edge of existing senior activity center and terminates at a small concrete floodwall embedded 1-foot bgs. 3.1. Proposed Modifications and Repairs During the certification evaluation, the team identified seven areas that required modifications or repairs to meet minimum Federal Emergency Management Agency (FEMA) requirements for levee certification. In four of these areas, we considered the modification sufficient enough to require slope stability and seepage analyses. These are presented in this report. In three of these areas, the modifications were, in our opinion, minor and consistent with maintenance and returning the levee to the as-built condition. February 2, 2022 | Page 4 File No. 0693-078-01 TABLE 3. PROPOSED MODIFICATIONS AND EVALUATED REGIONS Approximate Location Identified Deficiency Proposed Modification Notes on Stability Analysis Section 1 Left Bank Alignment -- 18+50 to 19+50 Poor connection (insufficient overlap) between soil embankment levee and floodwall. Extend floodwall approximately 26 feet down stream and incorporate into soil embankment levee. This is a new levee/ floodwall configuration. Analysis comparing the current condition to the proposed condition is provided. Left Bank Alignment -- 26+50 to 33+25 Insufficient freeboard. Raise floodwall 0.5 feet from approximately Station 25+50 to 29+50. Construct concrete curb adjacent roadway on top of levee from approximately Station 29+50 to 33+30. The proposed improvements are above the design water level. By inspection, no appreciable change to the overall stability of the levee is expected. No further analysis required. Analysis Section 2 Left Bank Alignment -- 55+40 to 56+90 (Downstream of Logan Avenue Bridge) Insufficient levee crest width. Place fill to widen levee crest. Use structural earth wall (SEW) to limit levee slope encroachment toward E Perimeter Road. This is a new levee/ floodwall configuration. Analysis comparing the current condition to the proposed condition is provided. Analysis Section 3 Left Bank Alignment -- 58+00 to 60+00 (Upstream of Logan Avenue Bridge) Insufficient freeboard and damage from repeated vehicle strike. Replace existing floodwall with floodwall designed as traffic barrier. This is a new levee/ floodwall configuration. Analysis comparing the current condition to the proposed condition is provided. Right Bank Alignment -- 49+30 to 50+30 (Upstream of South Boeing Bridge) Insufficient freeboard. Place fill to reestablish levee crest. This modification returns the levee to an “as-designed” condition and can therefore be considered maintenance. No further analysis required. Right Bank Alignment -- 63+30 to 64+30 (Downstream of Logan Avenue Bridge) Insufficient freeboard. Place fill to reestablish levee crest. This modification returns the levee to an “as- designed” condition and can therefore be considered maintenance. No further analysis required. Analysis Section 4 Right Bank Alignment -- 66+55 to 67+85 (USACE Right Bank Alignment ends at 68+85; stationing projected to end of proposed modifications.) Insufficient freeboard. Construct floodwall. This is a new levee/ floodwall configuration. Analysis comparing the current condition to the proposed condition is provided. February 2, 2022 | Page 5 File No. 0693-078-01 4.0 LEVEE AND FOUNDATION SEEPAGE AND STABILITY ANALYSIS 4.1. General We performed seepage and stability analyses on four of the seven areas where work is proposed. As noted in Table 3, three of the areas are returning the levee to as-designed condition or the modifications are not expected to adversely affect stability. The analysis sections are shown on Figures 2 and 3. The purpose of the analysis is to show that the proposed modifications will increase the stability of the levee. 4.2. Geologic Setting The site is located at the southern extent of Lake Washington in an alluvial valley adjacent to the Cedar River. Within the project area, the Cedar River flows in a channel created in 1912 to divert the Cedar River away from its previous confluence with the Black River to the north into Lake Washington. The Black River later dried up in 1916 when the water level in Lake Washington was controlled as part of the Ship Canal project that connected Lake Washington to Lake Union. As a result, observed geologic conditions within the alluvium might not be consistent with those expected in a natural river system. The “Geologic Map of the Renton Quadrangle, King County, Washington” (D.R. Mullineaux 1965) maps the project area as land of industrial or urban setting extensively or sporadically altered by placement of artificial fill (afm). Shoreline deposits from Lake Washington and alluvium from the Cedar River, and the now extinct Black River underlie the artificial fill. 4.2.1. Subsurface Explorations Subsurface conditions along the alignment of the existing left and right bank flood protection system were explored with four geotechnical borings using mud-rotary techniques and advancing nine cone penetrometer tests (CPTs). The explorations occurred between January 16 and 27, 2017. The locations of these explorations are shown on Figures 2 and 3. Additional details regarding our explorations and laboratory program are provided in Appendix A. 4.2.2. Previous Subsurface Explorations Subsurface conditions in the Cedar River Levee System were initially evaluated within the Needs Assessment Report by reviewing 23 subsurface explorations. The preliminary analysis included review of documents provided by Tetra Tech, as well as the City of Renton, in addition to internal documents from GeoEngineers. Some of the documents include subsurface information near the levee alignment and are directly relevant to the project. These include the explorations at bridge crossings and the explorations completed by the USACE for the initial construction of the levee system. These explorations are included as Appendix B. Other documents include subsurface information in the vicinity of the levee, but not directly relevant to the project, were also reviewed to develop an understanding of the general geologic characteristics of the project area but are not included in this report. There are 14 explorations near the levee alignment we considered directly relevant to levee analysis. The locations of these existing explorations are shown in Figures 2 and 3. Six of these explorations were completed to evaluate structures near the levee. These include two explorations completed for the North Boeing Bridge, two explorations completed for the South Boeing Bridge, and two explorations were for a building at the airport. Only eight explorations completed by the USACE were performed for the purpose of levee evaluation. The USACE explorations appear to be focused on areas that have floodwalls. February 2, 2022 | Page 6 File No. 0693-078-01 All the soils reported in the reviewed explorations are described as alluvium. We categorized the alluvium into upper and lower alluvium layers. The upper alluvium consists of layers of sand and gravel, fine-grained layers of silt/clay, and organic layers of organic silt and peat. The lower alluvium generally consists of layers of sand and gravel. The upper sand-and-gravel alluvium layer is approximately 15 to 30 feet thick and is characterized as primarily very loose to loose with occasional zones of medium dense soil. The silt and clay layers of the upper alluvium are typically 5 to 20 feet thick and are characterized as very soft to very stiff. The lower alluvium layer extends from 30 to 40 feet bgs to the full depth of the explorations, usually about 50 feet deep. Some deeper explorations in the area (greater than 100 feet deep) indicate the presence of very dense glacially consolidated soils underlying the alluvium. This zone of glacial soils was determined to be too deep to affect the stability of the levees and floodwalls and, therefore, was not included in our analysis. 4.2.3. Groundwater CPT data is interpreted to indicate a groundwater level at a depth of approximately 5 to 10 feet bgs. Water levels in the borings could not be measured directly due to the drilling method used. Groundwater is expected to vary in response to precipitation and river stage. For this assessment we have based groundwater levels on the extreme river levels assumed for the levee analysis. 4.2.4. Design Soil Properties 4.2.4.1. General Explorations performed within the project area indicate a soil profile of interbedded alluvial sands, silts, clays, and gravels. As expected in an alluvial soil profile, the layers of soils vary in thickness and composition along the length of the project area. Aside from the generalized trend of upper and lower alluvium, there was no discernable trend in the data, with regard to discrete layering of sands, silts, clays, and gravels within the alluvium. We developed design soil parameters based on the explorations closest to each analysis cross section. These soil parameters are based on correlations from the boring logs and CPT data collected during the subsurface investigation for this report as well as information from the explorations reviewed for this project. Fill was not directly observed in our borings, which were performed on the landside of the levee alignment. If fill is present on the landside of the levee, it is likely similar in composition to the underlying alluvium and, therefore, was not differentiated in the explorations. Fill is expected within the upper 5 feet of the soil profile. In our CPT explorations, soil near the ground surface was consistently observed to be stronger than the underlying alluvium. Due to the variability and uncertainty in the location and compaction of fill, we conservatively assumed that either no fill is present in our seepage and stability analyses or that the material properties for the fill are the same as the underlying alluvium. Fill used to construct levee embankments is described in more detail below. 4.2.4.2. Alluvium The alluvium contains both fine-grained (organic and inorganic silts, clays, and sandy silts) and coarse-grained (sands, gravels and silty sands) soils. The silts, clays, and sandy silts in the alluvium consist February 2, 2022 | Page 7 File No. 0693-078-01 of a mixture of silt, clay, organics, and fine sands with a fines content generally between 50 and 85 percent. Both elastic and non-plastic silts were observed within the project area. The non-plastic silts often appear and behave similar to a very fine sand. The elastic silts were observed to be both organic and inorganic and are more cohesive than the non-plastic silts. The soil strength of the non-plastic silts was evaluated from the boring and CPT data gathered during the site investigation performed for this study. Corrected blowcounts (N60) for the non-plastic silts are generally between 0 and 9 with an average of about 4. Based on published correlations (Meyerhof 1956; Peck et al. 1974) for non-cohesive materials, this corresponds to a friction angle of about 26 to 35 degrees. Data from the CPT explorations were also used to evaluate the soil strength properties and soil unit weight using correlations presented by National Cooperative Highway Research Program (NCHRP) Project 20-05 report. Based on published CPT correlations for non-cohesive materials, the CPT data is consistent with friction angles between 28 and 34 degrees for the upper alluvium silts. For our analysis we used frictions angles between 28 and 30 to model the non-plastic silts in the upper alluvium. Average unit weights were estimated to be between 100 and 115 pounds per cubic foot (pcf). The shear strength of the clays as well as the organic and inorganic elastic silts were evaluated using CPT data gathered during the site investigation performed for this study. Data from the CPT explorations were used to evaluate the soil strength properties and soil unit weight using correlations presented by NCHRP Project 20-05 report. Correlations from the CPT data resulted in estimated undrained shear strengths between 800 and 1,300 pounds per square foot (psf). The effective friction angle for fine-grained sols was produced from CPT data for mixed soil types (Mayne and Campanella 2005, as referenced by NCHRP 20-05 report) and ranged from 28 to 35 degrees. Average unit weights of soil layers were estimated to be between 105 and 110 pcf and are used to model the silts. A peat layer was observed in boring EB-2. It is classified as “medium stiff” and contains interbedded silt and fine sand. It is located between an elastic silt above the layer and a sandy silt below the layer. No peat was observed in explorations near the proposed modification areas. The sands in the upper alluvium are generally classified as very loose to medium dense silty sand to sand with silt. The upper alluvium sands contained variable amounts of gravels and silt and in localized areas was classified as sand. Corrected blowcounts for the upper alluvium material is generally between 0 and 27 with an average of about 16. Relative density as determined by blowcount tends to be variable, but generally increases with depth. Based on published blowcount correlations (Meyerhof 1956; Peck, et al. 1974) for non-cohesive materials, this corresponds to a friction angle of about 28 to 40 degrees. Data from the CPT explorations were also used to evaluate the soil strength properties and soil unit weight using correlations presented by NCHRP Project 20-05 report. Based on published CPT correlations for non-cohesive materials, the CPT data resulted in friction angles between 30 and 40 degrees for the upper alluvium sands. We used friction angles of between 28 to 36 degrees to model the sands within the alluvium. Average unit weights of soil layers from the CPT data were estimated to be between 110 and 120 pcf and are used to model the upper alluvium sands. The gravels in the upper alluvium are generally classified as loose to very dense silty gravel to gravel with sand. The upper alluvium gravels contained variable amounts of silt and sand. Within explorations for the Williams Avenue Apartments, located south of the Logan Avenue Bridge and performed by Associated Earth Sciences, Inc. gravels comprise the majority of the soil profile. Gravels were observed within the majority of the soil borings. They were typically observed as isolated layers between other cohesive and non-cohesive February 2, 2022 | Page 8 File No. 0693-078-01 layers. Corrected blowcounts for the alluvium gravels ranged between 6 and 82 with an average of about 34. Relative density as determined by blowcount tends to be variable, and similar to the alluvial sands, generally increases with depth. Based on published blowcount correlations (Meyerhof 1956; Peck et al. 1974) for non-cohesive materials, this corresponds to a friction angle of about 28 to 40 degrees. Data from the CPT explorations were also used to evaluate the soil strength properties and soil unit weight using correlations presented by NCHRP Project 20-05 report. Based on published CPT correlations for non-cohesive materials, the CPT data resulted in friction angles between 30 and 40 degrees for the upper alluvium gravels. We selected the friction angle based on the relative density and layering reported in the explorations. We used friction angles of between 29 to 40 degrees to model the sands within the upper alluvium. We used a unit weight between 110 and 120 pcf to model the upper alluvium gravels. Hydraulic conductivity values used in seepage analyses were selected based on soil classification and field observations and using guidance from literature (Powers et al. 2007). We used hydraulic conductivity values of 3.28x10-6 feet per second (ft/sec) for silts, 3.28x10-7 ft/sec for clays or elastic silts, 1.64x10-4 ft/sec for sands, and 3.28x10-3 ft/sec for gravel. We estimated the anisotropy, or hydraulic conductivity ratio (horizontal hydraulic conductivity divided by vertical hydraulic conductivity, Kv/Kh), in the alluvium to be between 0.5 to 0.75. This is based on observations of soil layering observed in the explorations and our understanding of the alluvial soils in and around the project area. 4.2.4.3. Fill The USACE plans for the project only indicate that embankment levees are constructed of “Levee Embankment Material.” The Final Detailed Project Report (Seattle District, USACE 1997) states in Section 4.03b that “The levee embankment will be compacted to meet geotechnical seepage and levee embankment integrity criteria”. No other specifications or information regarding fill materials was provided. Levee embankment material is modeled with properties similar to common borrow defined by Washington State Department of Transportation (WSDOT) Standard Specification 9-03.14(3). Common borrow is a specification that encompasses a wide range of naturally occurring soils in the State of Washington. It is our experience that most structural fill placed in western Washington meets these minimum requirements. We did not observe hummocky ground or surface sloughs on the levee prism that would indicate significant amounts of poor-quality material or poorly compacted fill. The WSDOT Geotechnical Design Manual (GDM) (WSDOT 2015) presumes that common borrow has a friction angle between 30 and 34 degrees and a unit weight between 115 and 130 pcf. We used a friction angle of 34 degrees and a unit weight of 125 pcf to model the levee embankment material. 4.3. Levee Seepage Analysis 4.3.1. General The ground elevation on the land side of the levee is typically less than 5 feet below the 100-year flood elevation for a pre-dredged condition. Our analysis also assumes that the groundwater on the landside of the levee is located at the ground surface. The duration of the base flood is limited, but the model is based on full steady state seepage conditions developing. Based on these assumptions, we consider our analysis to be conservative. February 2, 2022 | Page 9 File No. 0693-078-01 4.3.2. Analysis Method Groundwater flow through the design sections was analyzed using the computer program SEEP/W (GEO-SLOPE International, Ltd. 2007). SEEP/W is used to create a numerical groundwater flow model using groundwater flow equations and the finite-element method. We used the program to model the levee as a 2-dimensional cross section. The design sections were analyzed under steady-state conditions for seepage and uplift analyses. The boundary conditions of the flow models were set to model the predicted hydraulic conditions. A constant head boundary condition was used on the riverside of the levee to model the pre-dredged design flood. On the landside, the boundary condition was set to a constant head at the ground surface. On the landside toe of the levee the boundary condition was set to reduce the pressure head to zero if there is a net outflow of water. In some locations it would be possible for water to pond at the ground surface on the landside. We neglected this effect in the model, which allows for more flow and greater head differentials and, accordingly, is conservative. 4.3.3. Analysis Results The simulated head equipotentials for the design sections are shown in Figures LBS-1 through LBS-5 for the left bank and in Figures RBS-1 through RBS-3 for the right bank. The uplift gradient and exit velocity reported in the table below are the maximum calculated values at the landside toe. These were measured at the surface over a single analysis node. TABLE 4. SEEPAGE SUMMARY Approximate Location 100-year Flood Uplift Gradient at Landside Toe (ft/ft) Full Capacity Flood Uplift Gradient at Landside Toe (ft/ft) Section 1 Left Bank 0.06 0.2 Section 2 Left Bank 0.0002 0.0003 Section 3 Left Bank 0.02 0.1 Section 4 Right Bank 0.01 0.1 The maximum vertical exit gradient is estimated to be 0.2, well below a critical gradient of about 0.75, which assumes a conservative total soil unit weight of 110 pcf, and below the USACE’s recommended limit of 0.5. Accordingly, there is little risk of piping, boiling, or soil transport due to seepage forces. 4.4. Levee Stability 4.4.1. Analysis Method Slope stability analyses were performed using the computer program SLOPE/W (GEO-SLOPE International, Ltd. 2007). SLOPE/W evaluates the stability of numerous trial shear surfaces using a vertical slice limit-equilibrium method. This method compares the ratio of forces and moments driving slope movement versus forces and moments resisting slope movement for each trial shear surface and presents the result as the factor of safety. The program then sorts the trial shear surfaces and identifies the surface with the lowest factor of safety, or the “critical” shear surface. In general, we assumed a circular arc slip surfaces and used the Morgenstern-Price method to calculate the forces. In all cases checked, the critical February 2, 2022 | Page 10 File No. 0693-078-01 factor of safety was calculated to be similar or greater to the factor of safety calculated for the circular arc slip surface. Only the circular arc slip surface is reported. We considered four general cases for the analysis areas per USACE EM 1110-2-1913 (USACE 2000) and EM 1110-2-2502 (USACE 1989). 1. End of Construction. The end of construction case is based on the current condition of existing levees or the post-construction condition of improved levees. The water level in the river is assumed to be at mean annual flow with dredged bathymetry for this analysis. 2. Drawdown. The levee stability under drawdown conditions was evaluated in three phases following Duncan et. al. 1990, using the elevation of the river’s water surface captured in the Survey Data. Guidance from USACE “Slope Stability” manual suggests that a drawdown analysis is only required if the soil permeability is less than 0.0001 centimeter per second (cm/second) (0.012 ft/hour) soils above this limit are assumed to drain during drawdown. The alluvial foundation soils contain different interbedded soil units both above and below this limit. 3. Steady State Seepage from Full Flood Stage. The levee stability was evaluated under 100-year flood conditions for failures along the river side and land side of the levee and assuming that seepage through the levee has reached a steady state. 4. Steady State Global Wall Stability. Global stability of the flood walls under a flood to the top of wall analyzed for riverside and landside and assuming that seepage around the structure through the levee has reached a steady state. For the purposes of levee analysis and comparison of the proposed modifications to the existing condition, we only considered the shear surfaces that would impact the crest of the levee. Shallow shear surfaces that would not encroach on the crest are assumed to not affect the function of the levee and were, therefore, considered a riverbank maintenance issue rather than a levee stability issue. In all cases considered the proposed modifications increase the width of the crest. 4.4.2. Stability Analysis Results The results of the slope stability analyses are provided in the tables below. Results are shown to the thousands place; this is to show relatively small differences in the analysis, it is not intended as an indication of precision. TABLE 5. SECTION 1 LEFT BANK Analysis USACE Minimum FOS Existing Conditions Proposed Modification Case I 1.3 1.642 1.811 Case II 1 1.184 1.128 Case III (Landside/Riverside) 1.4 1.645/1.982 1.840/2.773 CASE I21 (Landside/Riverside) 1.33 N/A 1.745/2.201 Note: 1 From USACE EM 1110-2-2502 (USACE 1989). February 2, 2022 | Page 11 File No. 0693-078-01 TABLE 6. SECTION 2 LEFT BANK Analysis USACE Minimum FOS Existing Conditions Proposed Modification Case I 1.3 1.388 1.496 Case II 1 1.017 1.105 Case III (Landside/Riverside) 1.4 1.586/1.477 2.136/1.798 CASE I21 (Landside/Riverside) 1.33 N/A 1.791/2.118 Note: 1 From USACE EM 1110-2-2502 (USACE 1989). TABLE 7. SECTION 3 LEFT BANK Analysis USACE Minimum FOS Existing Conditions Proposed Modification Case I 1.3 3.702 3.693 Case II 1 2.759 2.762 Case III (Landside/Riverside) 1.4 5.5472 5.2032 CASE I21 (Landside/Riverside) 1.33 N/A 5.1392 Notes: 1 From USACE EM 1110-2-2502 (USACE 1989). 2 Levee geometry does not allow for slope failure. TABLE 8. SECTION 4 RIGHT BANK Analysis USACE Minimum FOS Existing Conditions Proposed Modification Case I 1.3 2.09 2.01 Case II 1 1.61 1.549 Case III (Landside/Riverside) 1.4 1.572 1.5192 CASE I21 (Landside/Riverside) 1.33 N/A 1.5322 Notes: 1 From USACE EM 1110-2-2502 (USACE 1989). 2 Levee geometry does not allow for slope failure. The proposed levee cross sections we analyzed meet or exceed USACE recommended minimum factors of safety in all cases. 5.0 CONCLUSIONS It is our opinion based on the analysis provided that the proposed modifications meet or exceed minimum standards for levee design and do not appreciably reduce the stability or function of the Cedar River Section 205 flood protection system. It is also our opinion that with these improvements in place the Cedar River Section 205 flood protection system will meet the geotechnical requirements of 44 CFR 65.10 and USACE Engineering Circular EC 1110- 2-6067 “USACE Process for the National Flood Insurance Program (NFIP) Levee System Evaluation” for the 100-year (1-percent annual-chance) design flood and will provide protection over a certification period of 10 years provided that maintenance is performed, as recommended, on a regular and timely basis (USACE 2010a). February 2, 2022 | Page 12 File No. 0693-078-01 6.0 LIMITATIONS We have prepared this report for the exclusive use of Tetra Tech. Tetra Tech may distribute copies of this report to the City of Renton, their authorized agents, and regulatory agencies including FEMA, USACE, and USACE or FEMA’s designated reviewers, as may be required for the project. Qualified engineering and construction practices can help mitigate flooding risks, but they cannot completely eliminate those risks. Favorable performance of structures in the recent past provides useful information for anticipating likely near-term future performance, but it cannot predict or imply a certainty of similar long-term performance. Levee systems require periodic inspection to confirm that all critical components continue functioning as intended. Confirmation that design flood flows and/or elevations have not significantly changed also requires the periodic review of design criteria and other potential contributing factors including, but not limited to, changes in surrounding development, weather patterns, system operational policies, or sedimentation. The conclusions and recommendations presented in this report are based on an assumed subsurface profile developed through interpolation between widely spaced subsurface investigations. Prior geotechnical borings and other subsurface data by others, if any, presented in our report are for the sake of completeness only; they should not be relied upon without confirmation from the originator of such data. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. The conclusions, recommendations, and opinions presented in this report are based on our professional knowledge, judgment and experience. No warranty or other conditions, express or implied, should be understood. Please refer to Appendix C titled “Report Limitations and Guidelines for Use” for additional information pertaining to use of this report. 7.0 REFERENCES Kulhawy, F.H. and P.W. Mayne. 1990. Electric Power Research Institute, “Manual on Estimating Soil Properties for Foundation Design.” Lowe, J., Ill, P.F. Zaccheo, and H.S. Feldman. 1964. Consolidation testing with back pressure: J. Soil Mech. Found., Div. Am. Soc. Civil Engrs., v. 90, p. 69. Mullineaux, D.R. 1965. Geologic Map of the Renton Quadrangle, King County, Washington. Powers, Patrick J., A.B. Corwin, P.C. Schmall, and W.E. Kaeck. 2007. “Construction Dewatering and Groundwater Control” New Methods and Applications, Third Edition. Rockscience, Inc. 2009-2014. Settle3D Settlement and Consolidation Analysis Theory Manual. Tetra Tech. 2017. Cedar River Section 205 Levee Recertification: Riverine Hydraulics and Freeboard. Prepared for the City of Renton, Department of Public Works. February 2, 2022 | Page 13 File No. 0693-078-01 Tokimatsu, K. and H.B. Seed. 1987. “Evaluation of settlements in sands due to earthquake shaking” J. Geotechnical Eng., ASCE 113(GT8), 861–78. United States Army Corps of Engineers (USACE). 1994. “Design of Sheet Pile Walls” EM 1110-2-2504. United States Army Corps of Engineers (USACE), Seattle District. 1997. “Cedar River Section 205 Study, Renton, WA.” United States Army Corps of Engineers (USACE). 2000. “Design and Construction of Levees” ER 1110-2- 1913. United States Army Corps of Engineers (USACE). 2010a. “USACE Process for The National Flood Insurance Program (NFIP) Levee System Evaluation” EC 1110-2-6067. United States Army Corps of Engineers (USACE). 2010b. “Earthquake Design and Evaluation for Civil Works Projects” ER 1110-2-1806. United States Army Corps of Engineers (USACE). 2011. “Design of I-Walls” EC 1110-2-6066. United States Army Corps of Engineers (USACE). 1989. “Retaining and Flood Walls” EM 1110-2-2502. Washington State Department of Transportation (WSDOT). 2015. Geotechnical Design Manual. FIGURES µ Site Vicinity Map Figure 1 Cedar River 205 Levee Certification ProjectRenton, Washington 2,000 2,0000 Feet Data Source: Mapbox Open Street Map, 2016 Notes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Projection: NAD 1983 UTM Zone 10N P:\0\0693078\GIS\MXD\069307801_F01_VicinityMap.mxd Date Exported: 02/01/22 by glohrmeyer ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! #0r @Ñ< #0r #0r @Ñ< #0r @Ñ< #0r #0r Ñ&¡Ñ&¡Ñ&¡Ñ&¡Ñ&¡Lake Washington Cedar RiverMaintenance Section Section 1 0+00 5+00 10+00 15+00 20+00 25+00 30+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 WC-1 WB-2 WC-2 WC-3 WB-3 EC-1 EB-1 EC-2 EC-3 BH-3 BH-2 BH-1 B-1 B-2 Site Plan North Cedar River 205 Levee Certification Renton, Washington Figure 2 µ 300 0 300 Feet Legend Major Stationing (USACE, Dec 1998) Minor Stationing (USACE, Dec 1998) Proposed Construction Earthen Levee Embankment Flood Wall Landscape Berm Approximate Location of Boring #0r GeoEngineers, 2017 @Ñ<GeoEngineers, 2017 Ñ&¡S&EE, 2012 Ñ&¡USACE, 1999 Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Projection: NAD 1983 StatePlane Washington North FIPS 4601 Feet P:\0\0693078\GIS\0693078_Project\0693078_Project.aprx\0693078_Project Date Exported: 02/01/22 by glohrmeyer Data Source: Stationing and alignments from TetraTech. ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! @Ñ< #0r @Ñ< #0r #0r Ñ&¡Ñ&¡Ñ&¡Ñ&¡Ñ&¡Ñ&¡@Ñ¡@Ñ¡ Ñ&¡Ñ&¡@Ñ¡@Ñ¡ @Ñ¡@Ñ¡@Ñ¡ @Ñ¡ Maintenance Section Section 2 Section 3 Section 4 Maintenance Section 30+00 35+00 40+00 45+00 50+00 55+00 60+00 40+00 45+00 50+00 55+00 60+00 65+00 WB-3 EC-5 EB-2 EC-3 EC-4 BH-1 PA-104 PA-103 PA-102 PA-101 PA-100 PA-1 PA-2 B-1 B-2 EB-2 EB-3 EB-1 EB-5 EB-6 EB-4 Site Plan South Cedar River 205 Levee Certification Renton, Washington Figure 3 µ 300 0 300 Feet Legend Major Stationing (USACE, Dec 1998) Minor Stationing (USACE, Dec 1998) Proposed Construction Earthen Levee Embankment Flood Wall Landscape Berm Approximate Location of Boring #0r GeoEngineers, 2017 @Ñ<GeoEngineers, 2017 Ñ&¡S&EE, 2008 @Ñ¡Associated Earth Sciences, Inc, 2001 Ñ&¡USACE, 1999 @Ñ¡Boeing, 1966 Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Projection: NAD 1983 StatePlane Washington North FIPS 4601 Feet P:\0\0693078\GIS\0693078_Project\0693078_Project.aprx\0693078_Project Date Exported: 02/01/22 by glohrmeyer Data Source: Stationing and alignments from TetraTech. 1.642Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Existing Conditions End of Construction Mean WaterFigure LB1- ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.184Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLevee Embankment 125 0 34 0 0 12Lower Clay 110 0 28 1,300 0 12Lower Silty Sands 110 0 31 0 0 12Middle Sand 115 038 0 0 12Upper Elastic Silt 105 0 28 800 0 12Upper Sand 110 034 0 0 12 SlopeW - Left Bank STA 18+00 Existing Conditions Sudden Drawdown 100 year FloodFigure LB1- IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.645Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved conditionSteady State 100 Year Flood - Landside FailureFigure LB1-S-III(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.982Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved ConditionSteady State 100 Year Flood - Riverside FailureFigure LB1-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.811Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)PiezometricLineConcrete1501Levee Embankment 125 0 34 1Lower Clay 110 028 1Lower Silty Sands 110 031 1Middle Sand 115 0 38 1Upper Elastic Silt 105 0 28 1Upper Sand 110 0 34 1 SlopeW - Left Bank STA 18+00 Improved ConditionEnd of Construction Mean WaterFigure LB1-S-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.128Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownConcrete15012Levee Embankment 125 0 34 0 0 12Lower Clay 110 0 28 1,300 0 12Lower Silty Sands 110 031 0 0 12Middle Sand 115 0 38 0 0 12Upper Elastic Silt 105 0 28 800 0 12Upper Sand 110 0 34 0 0 12 SlopeW - Left Bank STA 18+00 Improved ConditionSudden Drawdown 100 Year FloodFigure LB1-S-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 2.773Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete150Levee Embankment 125 0 34Lower Clay 110 028Lower Silty Sands 110 031Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved ConditionSteady State 100 Year Flood - Landside FailureFigure LB1-S-III(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.840Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete150Levee Embankment 125 0 34Lower Clay 110 028Lower Silty Sands 110 031Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved ConditionSteady State 100 Year Flood - Riverside FailureFigure LB1-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.745Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete150Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00Improved ConditionSteady State Top of Wall - Landside FailureFigure LB1-S-I2(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 2.201Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete150Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved ConditionSteady State Top of Wall - Riverside FailureFigure LB1-S-I2(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.388Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)PiezometricLineLevee Material 125 0 34 1Lower Sand and Gravel 120 0 34 1Middle Clay110 028 1Rip Rap/Wall Facing 130 0 45 1Upper Silty Gravel 110 0 30 1Upper Silty Sand 110 0 29 1SlopeW - Left Bank STA 55+00 Existing Conditions End of Construction Mean Water LevelFigure LB2- ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.017Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLevee Material 125 0 34 0 0 12Lower Sand and Gravel 120 0 34 0 0 12Middle Clay110 028 1,300 0 12Rip Rap/Wall Facing 130 0 45 0 0 12Upper Silty Gravel 110 0 30 0 0 12Upper Silty Sand 110 0 29 0 0 12SlopeW - Left Bank STA 55+00 Existing Conditions Sudden Drawdown 100 year FloodFigure LB2- IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.586Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 028Rip Rap/Wall Facing 130 0 45Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Existing Conditions Steady State 100 year Flood - Landside FailureFigure LB2- III(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.477Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 028Rip Rap/Wall Facing 130 0 45Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Existing Conditions Steady State 100 year Flood - Riverside FailureFigure LB2- III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.496Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)PiezometricLineLevee Material 125 0 34 1Lower Sand and Gravel 120 0 34 1Middle Clay110 028 1Rip Rap/Wall Facing 130 0 45 1Structural Fill135 0 38 1Upper Silty Gravel 110 0 30 1Upper Silty Sand 110 0 29 1 SlopeW - Left Bank STA 55+00 Improved ConditionsEnd of Construction Mean WaterFigure LB2-S-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.105Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLevee Material 125 0 34 0 0 12Lower Sand and Gravel 120 0 34 0 0 12Middle Clay110 028 1,300 0 12Rip Rap/Wall Facing 130 0 45 0 0 12Structural Fill135 0 38 0 0 12Upper Silty Gravel 110 0 30 0 0 12Upper Silty Sand 110 0 29 0 0 12 SlopeW - Left Bank STA 55+00 Improved ConditionRapid Drawdown 100 year FloodFigure LB2-S-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 2.136Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 028Rip Rap/Wall Facing 130 0 45Structural Fill135 0 38Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00Improved ConditionSteady State 100 year Flood - Landside FailureFigure LB2-S-III(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.798Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 028Rip Rap/Wall Facing 130 0 45Structural Fill135 0 38Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Improved Condition Steady State 100 year Flood - Riverside FailureFigure LB2-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.791Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 0 28Rip Rap/Wall Facing 130 0 45Structural Fill135 0 38Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Improved Condition Steady State Top of Wall - Landside FailureFigure LB2-S-I2(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 2.118Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 0 28Rip Rap/Wall Facing 130 0 45Structural Fill135 0 38Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Improved Condition Steady State Top of Wall - Riverside FailureFigure LB2-S-I2(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 3.702Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)PiezometricLineLower Sand 115 0 34 1Middle Clay 110 0 28 1Upper Sand 110 0 29 1Upper Silty Gravel 110 030 1 SlopeW - Left Bank STA 58+50 Existing ConditionsEnd of Construction Mean WaterFigure LB3-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 2.759Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLower Sand 115 0 34 0 0 12Middle Clay 110 0 28 1,300 0 12Upper Sand 110 0 29 0 0 12Upper Silty Gravel 110 030 0 0 12 SlopeW - Left Bank STA 58+50 Existing ConditionsSudden Drawdown 100 Year FloodFigure LB3-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 5.547Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 030 SlopeW - Left Bank STA 58+50 Existing ConditionsSteady State 100 Year Flood - Riverside FailureFigure LB3-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 3.693Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)PiezometricLineConcrete 1501Lower Sand 115 0 34 1Middle Clay 110 0 28 1Upper Sand 110 0 29 1Upper Silty Gravel 110 0 30 1 SlopeW - Left Bank STA 58+50 Improved ConditionEnd of Construction Mean WaterFigure LB3-S-ICedar River 205 CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 2.762Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownConcrete 15012Lower Sand 115 0 34 0 0 12Middle Clay 110 0 28 1,300 0 12Upper Sand 110 0 29 0 0 12Upper Silty Gravel 110 0 30 0 0 12 SlopeW - Left Bank STA 58+50 Improved ConditionSudden Drawdown 100 Year FloodFigure LB3-S-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 5.203Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 0 30 SlopeW - Left Bank STA 58+50 Improved ConditionSteady State 100 Year Flood - Riverside FailureFigure LB3-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 6.198Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 0 30 SlopeW - Left Bank STA 58+50 Improved ConditionSteady State Top of Wall - Riverside FailureFigure LB3-S-I2(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 2.09Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)PiezometricLineLower Sand 115 034 1Middle Clay 110 028 1Upper Sand 110 029 1Upper Silty Gravel 110 030 1 SlopeW - Right Bank STA 67+25 Existing ConditionsEnd of Construction Mean WaterFigure RB4-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.61Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLower Sand 115 034 0 0 12Middle Clay 110 028 1,300 0 12Upper Sand 110 029 0 0 12Upper Silty Gravel 110 030 0 0 12 SlopeW - Right Bank STA 67+25 Existing ConditionsSudden Drawdown 100 Year FloodFigure RB4-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.57Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Lower Sand 115 034Middle Clay 110 028Upper Sand 110 029Upper Silty Gravel 110 030SlopeW - Right Bank STA 67+25 Existing ConditionsSteady State 100 Year Flood - Riverside FailureFigure RB4-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 2.010Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 030 SlopeW - Right Bank STA 67+25 Improved ConditionEnd of Construction Mean WaterFigure RB4-S-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.549Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLine After DrawdownConcrete 1502Lower Sand 115 0 34 0 0 2Middle Clay 110 0 28 1,300 0 2Upper Sand 110 0 29 0 0 2Upper Silty Gravel 110 030 0 0 2 SlopeW - Right Bank STA 67+25 Improved ConditionSudden Drawdown 100 Year FloodFigure RB4-S-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.519Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 030SlopeW - Right Bank STA 67+25Improved ConditionSteady State 100 Year Flood - Riverside FailureFigure RB4-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 1.532Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 0 30SlopeW - Right Bank STA 67+25 Improved ConditionSteady State Top of Wall - Riverside FailureFigure RB4-S-I2(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameModelKy'/Kx'RatioLevee Embankment Saturated / Unsaturated 0.75Lower Clay Saturated / Unsaturated 0.5Lower Silty Sands Saturated / Unsaturated 0.75Middle Sand Saturated / Unsaturated 0.75Upper Elastic Silt Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 18+00 Existing Conditions 100 Year FloodFigure LB1-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameModelKy'/Kx'RatioConcrete(none)Levee Embankment Saturated / Unsaturated 0.75Lower Clay Saturated / Unsaturated 0.5Lower Silty Sands Saturated / Unsaturated 0.75Middle Sand Saturated / Unsaturated 0.75Upper Elastic Silt Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 18+00 Improved Condition 100 Year FloodFigure LB1-2Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameModelKy'/Kx'RatioConcrete(none)Levee Embankment Saturated / Unsaturated 0.75Lower Clay Saturated / Unsaturated 0.5Lower Silty Sands Saturated / Unsaturated 0.75Middle Sand Saturated / Unsaturated 0.75Upper Elastic Silt Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 18+00 Existing Conditions Top of WallFigure LB1-3Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameModelKy'/Kx'RatioLevee Material Saturated / Unsaturated 0.5Lower Sand and Gravel Saturated / Unsaturated 0.75Middle ClaySaturated / Unsaturated 0.5Rip Rap/Wall Facing Saturated / Unsaturated 1Upper Silty Gravel Saturated / Unsaturated 0.75Upper Silty Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 55+00 Existing Conditions 100 Year FloodFigure LB2-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameKy'/Kx'RatioLevee Material 0.5Lower Sand and Gravel 0.75Middle Clay0.5Rip Rap/Wall Facing 1Structural Fill1Upper Silty Gravel 0.75Upper Silty Sand 0.75SeepW - Left Bank STA 55+00 Improved Condition 100 Year FloodFigure LB2-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameModelKy'/Kx'RatioLevee Material Saturated / Unsaturated 0.5Lower Sand and Gravel Saturated / Unsaturated 0.75Middle ClaySaturated / Unsaturated 0.5Rip Rap/Wall Facing Saturated / Unsaturated 1Structural FillSaturated / Unsaturated 1Upper Silty Gravel Saturated / Unsaturated 0.75Upper Silty Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 55+00 Improved Condition Top of WallFigure LB1-3Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameModelKy'/Kx'RatioLower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Left Bank STA 58+50 Existing Conditions 100 Year FloodFigure LB3-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameModelKy'/Kx'RatioConcrete (none)Lower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Left Bank STA 58+50 Improved Condition 100 Year FloodFigure LB3-2Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameModelKy'/Kx'RatioConcrete (none)Lower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Left Bank STA 58+50 Improved Condition Top of WallFigure LB3-3Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameModelKy'/Kx'RatioLower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Right Bank STA 67+25 Existing Conditions 100 Year FloodFigure RB4-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameModelKy'/Kx'RatioConcrete (none)Lower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Right Bank STA 67+25 Improved Condition 100 Year FloodFigure RB4-2Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameModelKy'/Kx'RatioConcrete (none)Lower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Right Bank STA 67+25 Improved Condition Top of WallFigure RB4-3Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021 APPENDICES APPENDIX A Subsurface Explorations and Laboratory Testing February 2, 2022 | Page A-2 File No. 0693-078-01 APPENDIX A SUBSURFACE EXPLORATIONS AND LABORATORY TESTING General Subsurface conditions were explored by advancing four mud-rotary borings and nine Cone Penetration Tests (CPTs). Subsurface exploratory services were completed by Holocene Drilling, Inc. and In-Situ Engineering under subcontract to GeoEngineers, Inc. Borings The borings were completed between January 16 and 18, 2017. The locations of the borings were determined by measuring from existing site features such as roadways and structures. The elevations presented on the boring logs are based on the topographic survey data provided by Tetra Tech, Inc. The location and elevation of the explorations should be considered approximate. The exploration location and other site features are included on the Site Plans, Figures 2 and 3. Our field representative obtained samples, classified soils, maintained a detailed log of the exploration and observed groundwater conditions where applicable. The samples were taken with a standard split spoon sampler as well as a Shelby tube sampler in general accordance with ASTM International (ASTM) D 1586 and D 1587, respectively. The samples collected with the split spoon sampler were retained in sealed plastic bags. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a Key to Exploration Logs. Summary logs of the exploration are included as Figures A-2 through A-5. Cone Penetration Tests The CPTs were completed on January 19 and 27, 2017. CPT soundings were completed using truck- mounted hydraulically driven cone penetrometers. Soil friction, tip resistance and dynamic pore pressure were recorded using electronic methods. The CPT soundings were advanced to depths ranging from approximately 28 to 100 feet below ground surface (bgs). The CPTs data are presented as Figures A-6 through A-14. No soil samples are obtained during CPT soundings. Soil types are interpreted based on empirical relationships between measured CPTs data and the parameters described above. Laboratory Testing Soil samples obtained from the borings were returned to our laboratory for further examination and testing. Representative soil samples were selected for testing to assist in our evaluation of pertinent geotechnical engineering properties and to confirm our field classifications. Laboratory test descriptions are provided below. Moisture Content The moisture content of selected samples was determined in general accordance with ASTM Test Method D 2216. The test results are used to aid in soil classification and correlation with other pertinent engineering soil properties. The results of these tests are presented on the exploration logs at the respective sample depths. February 2, 2022 | Page A-3 File No. 0693-078-01 Sieve Analyses Particle-size analyses were completed on selected samples in general accordance with ASTM Test Method D 422. This test method covers the quantitative determination of the distribution of particle sizes in soils. Typically, the distribution of particle sizes larger than 75 micrometers (μm) is determined by sieving. The results of the tests were used to verify field soil classifications and determine pertinent engineering characteristics. Figures A-15 and A-16 presents the results of our sieve analyses. Atterberg Limits Atterberg Limit tests were performed on selected samples in general accordance with ASTM Test Method D 4318. This test method determines the liquid limit, plastic limit and plasticity index of soil particles passing the No. 40 sieve. The results of the tests are used to assist in soil classification and determine pertinent engineering characteristics. Results for plastic soils are presented in Figures A-17 and A-18. Liquid limits and plasticity index are also presented on the exploration logs at the respective sample depths. Percent Fines Determination Selected samples were “washed” through the U.S. No. 200-mesh sieve to estimate the relative percentages of coarse- and fine-grained particles in the soil. The tests were conducted in general accordance with ASTM 1140. The percent passing value represents the percentage by weight of the sample finer than the U.S. No. 200 sieve. These tests were conducted to verify field descriptions and to estimate the fines content for analysis purposes. The test results are shown on the exploration logs at the respective sample depths. AC Cement ConcreteCC Asphalt Concrete No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Not Tested NS SS MS HS NT ADDITIONAL MATERIAL SYMBOLS Measured groundwater level in exploration, well, or piezometer Measured free product in well or piezometer Graphic Log Contact Groundwater Contact Material Description Contact Laboratory / Field Tests Sheen Classification Sampler Symbol Descriptions NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. GRAPH Topsoil/ Forest Duff/Sod Crushed Rock/ Quarry Spalls FIGURE A-1 2.4-inch I.D. split barrel SYMBOLS TYPICAL KEY TO EXPLORATION LOGS CR DESCRIPTIONSLETTER TS GC PT OH CH MH OL GM GP GW DESCRIPTIONS TYPICAL LETTER (APPRECIABLE AMOUNT OF FINES) MAJOR DIVISIONS POORLY-GRADED SANDS, GRAVELLY SAND PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS CLEAN SANDS GRAVELS WITH FINES CLEAN GRAVELS HIGHLY ORGANIC SOILS SILTS AND CLAYS SILTS AND CLAYS SAND AND SANDY SOILS GRAVEL AND GRAVELLY SOILS (LITTLE OR NO FINES) FINE GRAINED SOILS COARSE GRAINED SOILS SW MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CL WELL-GRADED SANDS, GRAVELLY SANDS SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES LIQUID LIMIT GREATER THAN 50 SILTY SANDS, SAND - SILTMIXTURES (APPRECIABLE AMOUNT OF FINES) SOIL CLASSIFICATION CHART LIQUID LIMIT LESS THAN 50 SANDS WITH FINES SP (LITTLE OR NO FINES) ML SC SM NOTE: Multiple symbols are used to indicate borderline or dual soil classifications MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS, ROCK FLOUR, CLAYEY SILTS WITH SLIGHT PLASTICITY ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS SILTY SOILS ORGANIC CLAYS AND SILTS OF MEDIUM TO HIGH PLASTICITY INORGANIC CLAYS OF HIGH PLASTICITY MORE THAN 50% PASSING NO. 200 SIEVE MORE THAN 50% RETAINED ON NO. 200 SIEVE WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS GRAPH SYMBOLS Standard Penetration Test (SPT) Shelby tube Piston Direct-Push Bulk or grab Continuous Coring Distinct contact between soil strata Approximate contact between soil strata Contact between geologic units Contact between soil of the same geologic unit %F %G AL CA CP CS DS HA MC MD OC PM PI PP PPM SA TX UC VS Percent fines Percent gravel Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Plasticity index Pocket penetrometer Parts per million Sieve analysis Triaxial compression Unconfined compression Vane shear Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. A "P" indicates sampler pushed using the weight of the drill rig. A "WOH" indicates sampler pushed using the weight of the hammer. Rev. 02/16 No recovery AL(LL=82; PI=29) 5 16 7 8 14 22 75 18 26 1 SA 2 3 SA 4 AL 5 %F 6 %F 2.5 0 12 18 12 12 9 10 7 2 20 17 AC SP-SM GM MH SP-SM SP-SM Approximately 6 inches of asphalt concrete pavement Dark gray fine to coarse sand with silt and occasional gravel (loose, moist) (alluvium) Grades to medium dense Dark gray silty fine to coarse gravel with sand (loose, moist) (alluvium) Dark gray elastic silt with fine sand and trace organic matter (soft, moist) (alluvium) Dark gray fine to coarse sand with silt and gravel (medium dense, moist) (alluvium) Dark gray fine to medium sand with silt (medium dense, moist) (alluvium) Total Depth (ft) Hammer Data System Datum Start End Checked By Logged By LJSDrilled Notes: CH Surface Elevation (ft) Vertical Datum Driller Groundwater Depth to Water (ft)Date Measured Elevation (ft) Latitude Longitude Mobile B61 Truck-mounted Drill Rig Holocene Drilling, Inc.Drilling Method Mud-Rotary51.5 Autohammer 140 (lbs) / 30 (in) Drop Drilling Equipment 1/16/20171/16/2017 24 NAVD88 47.4964 -122.2136 Geographic WGS84 None Observed Note: See Figure A-1 for explanation of symbols. Log of Boring EB-1 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Project: Project Location: Project Number:Figure A-2 Sheet 1 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS FinesContent (%)MoistureContent (%)FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 IntervalElevation (feet)20151050-5-10Sample NameTestingRecovered (in)Collected SampleBlows/footGraphic LogGroupClassificationMATERIAL DESCRIPTION 13 52 12 7 39 42 26 23 7 %F 8 %F 9 %F 10 %F 12 18 16 10 9 4 21 20 SM ML SP-SM Dark gray silty fine to medium sand with trace organic matter (loose, wet) (alluvium) Dark gray sandy silt with trace organic matter (medium stiff, moist) (alluvium) Dark gray fine to coarse sand with silt and occasional gravel (medium dense, moist) (alluvium) Note: See Figure A-1 for explanation of symbols. Log of Boring EB-1 (continued) Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Project: Project Location: Project Number:Figure A-2 Sheet 2 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS FinesContent (%)MoistureContent (%)FIELD DATA Depth (feet)35 40 45 50 IntervalElevation (feet)-15-20-25Sample NameTestingRecovered (in)Collected SampleBlows/footGraphic LogGroupClassificationMATERIAL DESCRIPTION 1 AL 2 SA 3 AL 4 SA 5 %F 6 MC 7 9.5 18 14 0 16 Approximately 6 inches of asphalt concrete pavement Tan sandy silt with oxidation staining (medium stiff, moist) (alluvium) Dark gray silt with sand (medium stiff, wet) (alluvium) Dark gray silt with interbedded fine sand (very soft, moist) (alluvium) Dark gray silty fine to medium sand with trace organic matter (loose, moist) (alluvium) Dark gray elastic silt with sand and trace organic matter (soft, moist) (alluvium) Dark gray peat with interbedded silt and fine sand (medium stiff, moist) (alluvium) Dark gray sandy silt (medium stiff, wet) AC ML ML ML SM MH PT ML 4 5 WOH 7 2 4 AL(LL=36; PI=9) AL(LL=39; PI=11) Drill chatter at 24 feet 77 40 60 33 35 47 38 40 82 Total Depth (ft) Hammer Data System Datum Start End Checked By Logged By LJSDrilled Notes: CH Surface Elevation (ft) Vertical Datum Driller Groundwater Depth to Water (ft)Date Measured Elevation (ft) Latitude Longitude Mobile B61 Truck-mounted Drill Rig Holocene Drilling, Inc.Drilling Method Mud-Rotary51.5 Autohammer 140 (lbs) / 30 (in) Drop Drilling Equipment 1/16/20171/16/2017 30 NAVD88 47.4882 -122.2108 Geographic WGS84 None Observed Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 IntervalElevation (feet)2520151050-5Sample NameTestingRecovered (in)Graphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelBlows/foot(N60)Collected SampleLog of Boring EB-2 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Project: Project Location: Project Number:Figure A-3 Sheet 1 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GT_STANDARD_NVALUEREMARKS FinesContent (%)MoistureContent (%) 7 %F 8 %F/AL 9 %F 10 %F 12 18 18 6 (alluvium) 4-inch silt layer at 36 feet Dark gray silt with sand (soft, moist) (alluvium) Dark gray silty fine to coarse gravel with sand (very dense, moist) (alluvium) Dark gray fine to coarse gravel with silt and sand (dense, wet) (alluvium) ML GM GP-GM 6 2 54 44 AL(LL=39; PI=12) 54 83 16 7 33 36 12 14 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)35 40 45 50 IntervalElevation (feet)-10-15-20Sample NameTestingRecovered (in)Graphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelBlows/foot(N60)Collected SampleLog of Boring EB-2 (continued) Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Project: Project Location: Project Number:Figure A-3 Sheet 2 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GT_STANDARD_NVALUEREMARKS FinesContent (%)MoistureContent (%) 1 AL 2 SA 3 SA 4 %F 5 %F 6 %F 9 18 7 3 10.5 12 Dark gray fine to coarse sand with silt and occasional gravel (medium dense, moist) (alluvium) Dark gray and brown elastic silt with sand, gravel and organic matter (very soft, moist) (alluvium) Dark gray and brown silty fine sand with trace organic matter (wood fragments) (very loose, moist) (alluvium) Dark gray fine to coarse sand with silt and gravel (loose, wet) (alluvium) Dark gray silty fine sand with occasional gravel (loose, moist) (alluvium) Dark gray fine to coarse sand with silt, gravel and trace organic matter (very loose, moist) (alluvium) Dark gray fine to coarse sand with silt and occasional gravel (medium dense, moist) (alluvium) SM MH SM SP-SM SM SP-SM SP-SM 0 2 4 9 2 26 Gravel in returns; drill chatter 3 to 4 feet Drilling smooths out from 4 to 5 feet AL(LL=96; PI=38) Slight wobble to drill pipe at 13 feet 49 7 18 12 7 61 84 25 31 40 17 Total Depth (ft) Hammer Data System Datum Start End Checked By Logged By LJSDrilled Notes: CH Surface Elevation (ft) Vertical Datum Driller Groundwater Depth to Water (ft)Date Measured Elevation (ft) Latitude Longitude Mobile B61 Truck-mounted Drill Rig Holocene Drilling, Inc.Drilling Method Mud-Rotary51.5 Autohammer 140 (lbs) / 30 (in) Drop Drilling Equipment 1/17/20171/17/2017 23 NAVD88 47.4965 -122.215 Geographic WGS84 None Observed Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 IntervalElevation (feet)20151050-5-10Sample NameTestingRecovered (in)Graphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelBlows/foot(N60)Collected SampleLog of Boring WB-2 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Project: Project Location: Project Number:Figure A-4 Sheet 1 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GT_STANDARD_NVALUEREMARKS FinesContent (%)MoistureContent (%) 7 %F 8 %F 9 %F 10 %F 12 13 14 13 Dark gray silty fine to medium sand (medium dense, moist) (alluvium) SM 17 18 15 12 7 6 6 14 22 19 19 30 Note: See Figure A-1 for explanation of symbols. FIELD DATA Depth (feet)35 40 45 50 IntervalElevation (feet)-15-20-25Sample NameTestingRecovered (in)Graphic LogMATERIAL DESCRIPTION GroupClassificationWater LevelBlows/foot(N60)Collected SampleLog of Boring WB-2 (continued) Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Project: Project Location: Project Number:Figure A-4 Sheet 2 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GT_STANDARD_NVALUEREMARKS FinesContent (%)MoistureContent (%) AL (LL = 195; PI = 66) AL (LL = 113; PI = 38) 34 45 51 208 40 78 61 150 1 MC 2 AL 3 SA 4 AL 5 SA 6 MC 18 18 14 18 18 18 2 0 6 0 5 2 SM OH SM OH SM OH ML Dark gray and tan silty fine to coarse sand with occasional gravel (very loose, moist) (alluvium) Grades to without gravel Brown and dark gray organic silt with sand and organic matter (roots) (very soft, moist) Dark gray silty fine to coarse sand (loose, moist) Dark gray and tan organic silt with sand (very soft, moist) Brown and tan silty fine sand with organic matter (rotted wood) and occasional interbedded silt with sand (loose, moist) Brown and dark gray organic silt with sand and organic matter (soft, moist) Dark gray sandy silt with trace organic matter (wood) (soft, moist) Total Depth (ft) Hammer Data System Datum Start End Checked By Logged By LJSDrilled Notes: CH Surface Elevation (ft) Vertical Datum Driller Groundwater Depth to Water (ft)Date Measured Elevation (ft) Latitude Longitude Mobile B61 Truck-mounted Drill Rig Holocene Drilling, Inc.Drilling Method Mud-Rotary51.5 Autohammer 140 (lbs) / 30 (in) Drop Drilling Equipment 1/18/20171/18/2017 23 NAVD88 47.4921 -122.2135 Geographic WGS84 None Observed Note: See Figure A-1 for explanation of symbols. Log of Boring WB-3 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Project: Project Location: Project Number:Figure A-5 Sheet 1 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS FinesContent (%)MoistureContent (%)FIELD DATA Depth (feet)0 5 10 15 20 25 30 35 IntervalElevation (feet)20151050-5-10Sample NameTestingRecovered (in)Collected SampleBlows/footGraphic LogGroupClassificationMATERIAL DESCRIPTION AL (non-plastic) AL (non-plastic) AL (non-plastic) 49 66 163 41 7 AL 8 AL 9 MC 10 AL 18 14 18 18 3 0 1 2 ML Dark gray silt with sand (very soft, moist) Grades to with organic matter (wood) Grades to soft without organic matter Note: See Figure A-1 for explanation of symbols. Log of Boring WB-3 (continued) Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Project: Project Location: Project Number:Figure A-5 Sheet 2 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS FinesContent (%)MoistureContent (%)FIELD DATA Depth (feet)35 40 45 50 IntervalElevation (feet)-15-20-25Sample NameTestingRecovered (in)Collected SampleBlows/footGraphic LogGroupClassificationMATERIAL DESCRIPTION Figure A-6 CPT EC-01 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 070717Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure A-7 CPT EC-02a Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 070717Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure A-8 CPT EC-03 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 070717Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure A-9 CPT EC-05 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 070717Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure A-10 CPT EC-06 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 070717Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure A-11 CPT WC-01 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 070717Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure A-12 CPT WC-02 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 070717Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure A-13 CPT WC-03 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 070717Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Figure A -14 CPT WC-04 Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 070717Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLES GRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description EB-1 EB-1 EB-2 EB-2 5 15 10 20 Poorly-graded sand with silt and gravel (SP-SM) Silty gravel with sand (GM) Silt with sand (ML) Silty sand (SM) Symbol Moisture (%) 14.4 21.5 34.9 38 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure A-15Sieve Analysis ResultsCedar River 205 Levee CertificationRenton, Washington0693-078-00 Date Exported: 07/07/17 Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLES GRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description WB-2 WB-2 WB-3 WB-3 10 15 15 25 Silty sand (SM) Well-graded sand with silt (SW-SM) Silty sand (SM) Silty sand (SM) Symbol Moisture (%) 83.5 24.6 40.3 61.3 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure A-16Sieve Analysis ResultsCedar River 205 Levee CertificationRenton, Washington0693-078-00 Date Exported: 07/07/17 Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes. The grain size analysis results were obtained in general accordance with ASTM D 6913. #200 Notes: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318. Figure A-17 Atterberg Limits Test Results Cedar River 205 Levee Certification Renton, Washington 0693-078-00 Date Exported: 07/07/17Symbol Boring Number Depth (feet) Moisture Content (%) Liquid Limit (%) Plasticity Index (%)Soil Description EB-1 EB-2 EB-2 EB-2 20 5 15 40 75 33 47 36 82 36 39 39 29 9 11 12 Elastic silt with occasional sand (MH) Sandy silt with occasional o.m. (ML) Silt with sand and gravel (ML) Silt with sand (ML) 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100PLASTICITY INDEX LIQUID LIMIT PLASTICITY CHART CL-ML ML or OL CL or OL OH or MH CH or OH Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318. Figure A -18 Atterberg Limits Test Results Cedar River 205 Levee Certification Renton, Washington Symbol Boring Number Depth (feet) Moisture Content (%) Liquid Limit (%) Plasticity Index (%)Soil Description WB-2 WB-3 WB-3 5 10 20 61 208 78 96 195 113 38 66 38 Elastic silt with sand and o.m. (MH) Organic silt (OH) Organic silt (OH) 0 10 20 30 40 50 60 70 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200PLASTICITY INDEX LIQUID LIMIT PLASTICITY CHART CL-ML ML or OL CL or OL OH or MH CH or OH 0693-078-00 Date Exported: 07/07/17 APPENDIX B Prior Exploration Logs S&EE 2008 S&EE 2012 Boeing 1966 Associated Earth Sciences, Inc. 2001 USACE 2001 APPENDIX C Report Limitations and Guidelines for Use February 2, 2022 | Page C-1 File No. 0693-078-01 APPENDIX C REPORT LIMITATIONS AND GUIDELINES FOR USE1 This appendix provides information to help you manage your risks with respect to the use of this report. Geotechnical Services are Performed for Specific Purposes, Persons and Projects This report has been prepared for the exclusive use of the Tetra Tech, Inc. under contract with the City of Renton and their authorized agents. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A Geotechnical Engineering or Geologic Report is Based on a Unique Set of Project-Specific Factors This report has been prepared for the Cedar River 205 Levee Certification project in Renton, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: ■ not prepared for you, ■ not prepared for your project, ■ not prepared for the specific site explored, or ■ completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: ■ the function of the proposed structure; ■ elevation, configuration, location, orientation or weight of the proposed structure; ■ composition of the design team; or ■ project ownership. 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org. February 2, 2022 | Page C-2 File No. 0693-078-01 If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. Topsoil For the purposes of this report, we consider topsoil to consist of generally fine-grained soil with an appreciable amount of organic matter based on visual examination, and to be unsuitable for direct support of the proposed improvements. However, the organic content and other mineralogical and gradational characteristics used to evaluate the suitability of soil for use in landscaping and agricultural purposes was not determined, nor considered in our analyses. Therefore, the information and recommendations in this report, and our logs and descriptions should not be used as a basis for estimating the volume of topsoil available for such purposes. Most Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Geotechnical Engineering Report Recommendations Are Not Final Do not over-rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers’ professional judgment and opinion. GeoEngineers’ recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. February 2, 2022 | Page C-3 File No. 0693-078-01 A Geotechnical Engineering or Geologic Report Could be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. Contractors are Responsible for Site Safety on their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. Read These Provisions Closely Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory “limitations” provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these “Report Limitations and Guidelines for Use” apply to your project or site. February 2, 2022 | Page C-4 File No. 0693-078-01 Geotechnical, Geologic and Environmental Reports Should not be Interchanged The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations, e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. Biological Pollutants GeoEngineers’ Scope of Work specifically excludes the investigation, detection, prevention, or assessment of the presence of Biological Pollutants in or around any structure. Accordingly, this report includes no interpretations, recommendations, findings, or conclusions for the purpose of detecting, preventing, assessing, or abating Biological Pollutants. The term “Biological Pollutants” includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix D USGS Soil Map Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix E Construction Plans PROJECT SITE LAT:47° 29' 34.12" LONG:122° 12' 47.07" DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED: IN COMPLIANCE WITH CITY OF RENTON STANDARDS FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-01 COVER SHEET.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEE IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 COVER SHEET GENERAL NOTES 1.PRIOR TO GRADING, ALL VEGETATION, TRASH, AND DEBRIS SHALL BE REMOVED FROM ALL AREAS OF CONSTRUCTION. 2.IMPORT SOILS SHALL BE OBSERVED AND EVALUATED BY THE PROJECT ENGINEER PRIOR TO TRANSPORTING THE SOILS TO THE PROJECT SITE. 3.EXISTING ROCK RIPRAP SHALL BE PROTECTED IN PLACE. REMOVE AND STOCKPILE INTERFERING PORTION OF EXISTING ROCK RIPRAP BANK PROTECTION AND REPLACE PER SPECIFICATIONS. 4.PORTIONS OF THE CONSTRUCTION SITE ARE ADJACENT TO OR LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT. THE CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN SITE ACCESS REQUIRES TRAVELING THROUGH THE AIRPORT LIMITS OR WHEN WORKING WITHIN THE AIRPORT LIMITS. 5.EXISTING SIDEWALKS, SHARED USE PATHS, ROADWAYS, FENCES, GATES, GUARD RAILS, MARKED UTILITIES, AND OTHER EXISTING INFRASTRUCTURE SHALL BE PROTECTED IN PLACE UNLESS OTHERWISE NOTED. 6.ANY DAMAGE TO THE EXISTING SHARED USE PATHS, SIDEWALKS, ROADWAYS, UTILITIES, OR OTHER EXISTING INFRASTRUCTURE SHALL BE REPLACED IN KIND PER CURRENT CITY OF RENTON STANDARDS AT THE CONTRACTOR'S EXPENSE. 7.THE TEMPORARY WORK AREA LIMITS SHALL BE STAKED AND ALL EQUIPMENTS SHALL BE OPERATED WITHIN THE TEMPORARY WORK AREA LIMITS. 8.THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION AND INVERT ELEVATIONS OF EXISTING UTILITY PIPES CROSSING UNDER THE EXISTING LEVEE PRISM PRIOR TO CONSTRUCTION AND REPORT THAT INFORMATION TO THE PROJECT ENGINEER. 9.PROTECT ALL TREES, BUSHES, SHRUBS, OR OTHER LARGE VEGETATION UNLESS OTHERWISE NOTED. 10.CONTRACTOR SHALL VERIFY THE LOCATION OF TREES, BUSHES, SHRUBS, OR OTHER LARGE VEGETATION PRIOR TO BEGINNING EXCAVATION/GRADING ACTIVITIES IN AREAS ADJACENT TO TREES OR LANDSCAPING AREAS. 11.NO CONSTRUCTION EQUIPMENT SHALL CROSS THE EXISTING PUBLIC ACCESS PATH WITHOUT A GROUND GUIDE. 12.NO WORK SHALL OCCUR WITHIN THE ORDINARY HIGH WATER. SHOULD CHANGING CONSTRUCTION CONDITIONS REQUIRE WORK WITHIN THE ORDINARY HIGH WATER, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE NECESSARY PERMITS PRIOR TO SUCH WORK OCCURING. DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-02 GENERAL NOTES.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM GENERAL NOTES AGENCY DEPARTMENT/UTILITY CONTACT PHONE EMAIL PSE GAS JEFF KIESZ 206.348.2347 Jeffrey.Kiesz@pse.com BOEING 1ST SHIFT PLUMBER LEAD (6:00AM - 2:00PM)KYLE GROBLER 253.273.8727 kyle.e.grobler@boeing.com BOEING 2ND SHIFT PLUMBER (2:00PM - 10:00PM)MIKE HANSOW 425.336.9183 michael.h.hansow@boeing.com BOEING BOEING INFRASTRUCTURE MANAGER GABE BERG 206.495.7773 BOEING MECHANICAL ENGINEER JOHN TAYLOR 206.245.9301 john.taylor20@boeing.com BOEING MECHANICAL ENGINEER THOMAS KAJOR 253.241.2072 thomas.p.kajor@boeing.com BOEING DISPATCH (IF UNABLE TO REACH STAFF)206.544.6500 BOEING EMERGENCY HOTLINE 206.655.2222 KING COUNTY WASTEWATER MARK LAMPARD 206.477.5414 Ipa.team@kingcounty.gov COR WATER ABDOUL GAFOUR 425.430.7210 Agafour@Rentonwa.gov COR WASTEWATER JOE STOWELL 425.430.7212 jstowell@Rentonwa.gov COR SURFACE WATER CHESTER BENNETT 425.430.7205 CBennett@Rentonwa.gov COR AIRPORT WILLIAM ADAMS 425.430.7473 wadams@rentonwa.gov COR TRANSPORTATION BOB HANSON 425.430.7223 bhanson@rentonwa.gov UTILITIES AND CITY OF RENTON CONTACT LIST EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES 1.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE-CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANT'S CONTRACTOR. 2.THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT. 3.THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST-PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS. 4.THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK-OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE. 6.WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF-SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUR CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM DRAINS OR OPEN DITCHES. ON-SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7.ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON-SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON-SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT. 8.ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY. 9.THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 10.APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE, NOR LOCATION OF PIPES, RESTRICTIONS, CHANNELS, OR STORMWATER FACILITIES. 11.ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. 12.ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM. 13.WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY. 14.ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 15.THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED BY THE CITY. 16.BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY, CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17.AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 2/3 OF THE CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. 18.ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE, THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 19.AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON-SITE BMPS (AMENDED SOILS, BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION. 20.PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 21.PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT-LADEN WATER FROM LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON-SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST. 22.ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. RECOMMENDED CONSTRUCTION SEQUENCE 1.PRE-CONSTRUCTION MEETING. 2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN). 3.FLAG OR FENCE CLEARING LIMITS. 4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED. 5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7.CONSTRUCT SEDIMENT PONDS AND TRAPS. 8.GRADE AND STABILIZE CONSTRUCTION ROADS. 9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G., CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION). 10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS. 11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS. 12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT. 13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. FLOODWALL / FLOODWALL ADDITION FLOODWALL / FLOODWALL ADDITION (PROFILE AND SECTION VIEW) ORDINARY HIGH WATER 100-YEAR WSE MINIMUM FREEBOARD TEST HOLE LOCATIONS EMBANKMENT FILL EMBANKMENT OVERBUILD EXCAVATION LIMITS SHORING FULL DEPTH ROAD REPLACEMENT REPLACED PAVEMENT (SECTION VIEW) CONCRETE SIDEWALK CRUSHED SURFACING BASE COURSE GRADE BREAK PROTECT EXISTING TREE CONCRETE CURB WALL CUT LINE FILL LINE CRUSHED SURFACING TOP COURSE GRAVEL BACKFILL OHW C F FOUND MONUMENT (AS NOTED) FOUND REBAR (AS NOTED) CALCULATED MONUMENT SET STAKE MEASURED DISTANCE CALCULATED DISTANCE PLAT DISTANCE SANITARY SEWER MANHOLE YARD DRAIN CATCH BASIN (CB) STORM DRAIN MANHOLE STORM DRAIN CLEANOUT WATER VALVE FIRE HYDRANT FIRE DEPARTMENT CONNECTION IRRIGATION CONTROL VALVE CONCRETE VALVE MARKER WATER METER HOSE BIB POST-INDICATOR VALVE GAS VALVE GAS METER ELECTRIC HANDHOLE ELECTRIC JUNCTION BOX ELECTRIC METER UTILITY POLE WITH LIGHT YARD LIGHT UTILITY POLE STREET LIGHT VAULT GUY ANCHOR BOLLARD SIGN - WOODEN POST SIGN - METAL POST WETLAND FLAG MONITORING WELL BORE HOLE CONIFEROUS TREE DECIDUOUS TREE SPECIAL EXCEPTION (#) OVERHEAD POWER WHEELCHAIR RAMP CONCRETE CONCRETE CURB EXTRUDED CONCRETE CURB EXISTING DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-03 LEGEND, SYMBOLS AND ABBREVIATIONS.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM INVERT ELEVATION CONCRETE PIPE CHAINLINK FENCE WOOD FENCE SANITARY SEWER MANHOLE STORM DRAIN LINE SANITARY SEWER LINE RIGHT OF WAY FENCE ROCKERY CENTERLINE RIGHT OF WAY PLAT LOT LINE PROPERTY LINE EXISTING PAVEMENT (SECTION VIEW) EXISTING FLOODWALL EXISTING GAS LINE EXISTING WATER LINE TELECOMMUNICATIONS LINE SD SS X APPROX AVE B/FTG BMP C CB CL CONC CONST CONT COR CSBC CSTC CSWPP DESC DIA E EG EL EX / EXST F FG GAL HMA H / HORIZ HPW IE L LB LF MAX MIN MSE N NTS O.C. O.D. OHW PC PG PSE PT R RB RCP ROW RT S SD SF SP SPEC SS STA STD SWPPP T/C T/FTG T/W TESC TYP USACE V / VERT W/ W WSDOT WSE APPROXIMATELY AVENUE BOTTOM OF FOOTING BEST MANAGEMENT PRACTICE CELSIUS CATCH BASIN CENTERLINE / CLASS CONCRETE CONSTRUCTION CONTINUED CITY OF RENTON CRUSHED SURFACING BASE COURSE CRUSHED SURFACING TOP COURSE CONSTRUCTION STORMWATER POLLUTION PREVENTION DESCRIPTION DIAMETER EAST EXISTING GROUND ELEVATION EXISTING FAHRENHEIT FINISHED GRADE GALLON HOT MIX ASPHALT HORIZONTAL HIGH PRESSURE WATER INVERT ELEVATION LEFT LEFT BANK LINEAR FEET MAXIMUM MINIMUM MECHANICALLY STABILIZED EARTH NORTH NOT TO SCALE ON CENTER OUTSIDE DIAMETER ORDINARY HIGH WATER POINT OF CURVATURE PAVEMENT GRADE PUGET SOUND ENERGY POINT OF TANGENCY RIGHT RIGHT BANK REINFORCED CONCRETE PIPE RIGHT OF WAY RIGHT TANGENT SOUTH STORM DRAIN SQUARE FEET STOCKPILE SPECIFICATION SANITARY SEWER STATION STANDARD STORMWATER POLLUTION PREVENTION PLAN TOP OF CURB TOP OF FOOTING TOP OF WALL TEMPORARY EROSION AND SEDIMENT CONTROL TYPICAL UNITED STATES ARMY CORPS OF ENGINEERS VERTICAL WITH WATER / WEST WASHINGTON STATE DEPARTMENT OF TRANSPORTATION WATER SURFACE ELEVATION ABBREVIATIONS PROPOSED LEGEND LEGEND, SYMBOLS AND ABBREVIATIONS TOPSOIL STRIPPING RIP RAP REMOVAL AREA SILT FENCE STRAW WATTLES HIGH VISIBILITY FENCE SAWCUT INLET PROTECTION REMOVE SHRUB REMOVE TREE REMOVE EXISTING FLOODWALL CLEAR AND GRUB LIMITS REMOVE EXISTING FEATURE TEMPORARY CONSTRUCTION FENCE PAVEMENT REMOVAL SF TESC LEGEND HVF C&G GAS W T TOPSOIL HATCH 100' FROM NORTH BOEING BRIDGE PUBLIC ROW RIGHT BANK USACE ALIGNMENT NORTH BOEING BRIDGESEE SHEETS C-101 AND TEC-01CEDAR RIVER LEFT BANK USACE ALIGNMENTRENTON MUNICIPAL AIRPORT 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 10+0 0 11+0 0 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 CONTROL POINT 1686 CONTROL POINT 1687 100' FROM SOUTH BOEING BRIDGEBOEING RENTON FACILITY RENTON MUNICIPAL AIRPORT RENTON MEMORIAL STADIUM RIGHT BANK USACE ALIGNMENT SEE SHEETS C-109 AND TEC-04 SEE SHEETS C-102 AND TEC-02 CEDAR RIVER SEE SHEETS C-103 AND TEC-02 LEFT BANK USACE ALIGNMENT 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 SOUTH BOEING BRIDGE32+00 33+00 34+0 0 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 EXISTING 12" CITY WATER LINE CROSSING UNDER CEDAR RIVER OERIGHT BANK USACE ALIGNMENT LEFT BANK USACE ALIGNMENT RENTON SENIOR ACTIVITY CENTER LOGAN AVENUE BR IDGE SEE SHEETS C-112 AND TEC-05 SEE SHEETS C-105 AND TEC-03 SEE SHEETS C-107 AND TEC-03 CEDAR RIVER CEDA R R I V E R RIGHT RIVER BANK 100' FROM LOGAN AVENUE BRIDGE LEFT RIVER BANK 47+ 0 0 48+00 49+00 50+0 0 51+0 0 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60 + 0 0 61+0062+00 63+00 63+94.85 56+00 57+ 0 0 58+00 59+00 60+00 61+00 62+00 63+00 64+00 65+00 66+00 67+00 68+00 68+84.19 2-12" BOEING HIGH PRESSURE WATER LINES SEE SHEETS C-110 AND TEC-04 CONTROL POINT 301 CONTROL POINT 302 CONTROL POINT 3667 SEE SHEETS C-111 AND TEC-04 100' FROM LOGAN AVENUE BRIDGE 100' FROM LOGAN AVENUE BRIDGE 100' FROM LOGAN AVENUE BRIDGE SURVEY CONTROL TABLE PT# 300 3667 NORTHING 178057.70 180338.67 EASTING 1302312.06 1300258.90 ELEVATION 112.41 40.16 DESCRIPTION GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS) GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS) COR BM 2120 2 1/2" BRASS DISK IN CONCRETE GUARDRAIL AT LOGAN AVENUE BRIDGE GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS)NNNMATCHLINE STATION 32+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 56+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 56+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 32+00RIGHT BANK USACE ALIGNMENT0 SCALE: 50'100'200' 1'' = 100' AND SURVEY CONTROL OVERALL SITE PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-01 OVERALL SITE PLAN - USACE.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM BOEING RENTON PLANT NOTE 1.USACE STATIONING BASED ON "LOWER CEDAR RIVER FLOOD CONTROL: LEVEES AND FLOODWALLS" PREPARED BY THE US ARMY CORPS OF ENGINEERS, SEATTLE DISTRICT DATED DECEMBER 03, 1998 SURVEY CONTROL NOTES 1.HORIZONTAL DATUM: NAD 83/11, WASHINGTON STATE PLANE NORTH. 2.VERTICAL DATUM: NAVD 88, WSDOT MONUMENT GP17405-66. HVFHVFHVFC&GC&GC&GC&GC&G C&G C&G SF SF SP 19+00 1 2 3 4 5 6 25 25 23 24 24 26 26 27 27 20 18 19 21 22 23 CEDAR RIVER 7 8 100-YEAR FLOOD EXTENTS 9 SUGGESTED TOPSOIL STOCKPILE LOCATION LB STA 18+50 TO 19+50 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-01 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM IMPROVE FLOODWALL TO EMBANKMENT TRANSITION LB STA 18+50 TO 19+50 SCALE: 1" = 10' KEY NOTES EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01. SURROUND WEATHER STATION WIND TOWER WITH HIGH VISIBILITY FENCE (SEE KEY NOTE 4). PROTECT WEATHER STATION WIND TOWER DURING CONSTRUCTION. PROTECT EXISTING 3" BRASS DISK. REMOVE EXISTING RIP RAP AND STOCKPILE FOR REUSE. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. 0 SCALE: 5'10'20' 1'' = 10' ON 22x34 SHEETN EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS. 3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 4.ROADWAY SHALL NOT BE IMPEDED DURING CONSTRUCTION BY STOCKPILING OR STAGING. 2 3 1 4 5 6 7 8 9 252426272825 23 24 26+00 27+00 28+00 29+0 0 SF SF SF SF SF SF SF 1 CEDAR RIVER 100-YEAR FLOOD EXTENTS 1 3 2 4 5 1 6 3 7 2 25 25 23 23 24 24 26 26 27 27 28 28 29 29 SF SF SF SF SF SF SF SF SF CEDAR RIVER 100-YEAR FLOOD EXTENTS 3 2 4 1 5 2 6 4 DESCRIPTIONBEGIN REMOVING AND RESETTING GUARDRAILEND REMOVING AND RESETTING GUARDRAILBEGIN REMOVING AND RESETTING CHAINLINK FENCEEND REMOVING AND RESETTING CHAINLINK FENCEPOINT TABLE POINT 1 2 3 4 NORTHING 182674.5± 182319.3± 182675.2± 182319.8± EASTING 1299266.8± 1299355.3± 1299269.3± 1299357.3± DESCRIPTION BEGIN REMOVING AND RESETTING GUARDRAIL END REMOVING AND RESETTING GUARDRAIL BEGIN REMOVING AND RESETTING CHAINLINK FENCE END REMOVING AND RESETTING CHAINLINK FENCE LB STA 26+50 TO 33+50 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-02 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM LEVEE EMBANKMENT WITH CURB WALL LB STA 30+00 TO 33+50 SCALE: 1" = 20' FLOODWALL ADDITION AND CURB WALL LB STA 26+50 TO 30+00 SCALE: 1" = 20' KEY NOTES EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE. ENSURE SILT FENCE DOES NOT ENCROACH ON OHW LINE. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE AND RESET EXISTING GUARDRAIL AT NEAREST JOINT OR POST. SEE SHEET C-103 FOR GUARDRAIL LOCATION. REMOVE EXISTING CHAINLINK FENCE AT NEAREST POST. REMOVE EXISTING BIRD PREVENTION WIRE. EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS. 3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 4.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC.MATCHLINE SEE BELOWMATCHLINE SEE ABOVE0 SCALE: 10'20'40' 1'' = 20' ON 22x34 SHEET 0 SCALE: 10'20'40' 1'' = 20' ON 22x34 SHEETN N2 3 1 4 5 6 7 OE OE OE OE OE OE OE OE SF SF SF SF SF SF 55+00 56+00 57+00 C&G C&G C&G C&G C&G C&G C&G C&G C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G100-YEAR FLOOD EXTENTS 30 35313233343637LAKE WASHINGTON LOOP TRAIL PROJECT LIMITS (PERMIT ###). IMPROVEMENTS BY OTHERS. 3 6 6 6 8 8 88 9 9 12 13 1 4 5 16 18 19 20 OE OEOESFSFSF SF SF SF SF SF SF C&GC&GC&GC&G C&G C&G C&G C&G C&G C&G C&G C&G C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G100-YEAR FLOOD EXTENTS 3 5 3 5 33 3434 36 363532 33 34LS2 TRAIL SUB SHOP LOGAN AVE S 14 3 4 5 5 6 17 6 4 7 8 10 13 15 15 16 2 2 12 6 6 6 LB STA 55+40 TO 56+90, 58+00 TO 60+00 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-03 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY NOTES ACCESS SITE VIA EAST PERIMETER ROAD AND EAST PERIMETER DRIVE. ACCESS SITE VIA "SUB SHOP #8" PARKING LOT AND LOGAN AVE SOUTH. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL TEMPORARY CONSTRUCTION FENCE (EMERALD CITY STATEWIDE TEMPORARY CHAINLINK FENCE OR EQUAL). INSTALL INLET PROTRECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE EXISTING SHRUB. REMOVE EXISTING TREE. REMOVE EXISTING SIGN AND POST. RETAIN SIGN FOR RELOCATION. SEE SHEET C-105. REMOVE EXISTING CONCRETE FLOODWALL. PLACE STRAW WATTLES AROUND EXISTING CATCH BASIN RIM. SEE KEY NOTE 4. PROTECT EXISTING FLOOD WALL. PROTECT EXISTING MANHOLE / CATCHBASIN. PROTECT EXISTING LIGHT. PROTECT EXISTING SIDEWALK. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. REMOVE EXISTING CATCH BASIN. REMOVE EXISTING PIPES WHERE THEY CONFLICT WITH THE REINFORCED CONCRETE FLOODWALL TYPE 2 AS SHOWN ON SHEET C-107. PLUG AND ABANDON IN PLACE ELSEWHERE. REMOVE EXISTING ASPHALT PAVEMENT. REMOVE EXISTING STOP BAR. SIGN REMOVED BEFORE CONSTRUCTION. CONTRACTOR TO VERIFY. 1 CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. REPAIR AND RAISE FLOODWALL LB STA 58+00 TO 60+00 SCALE: 1" = 10' WIDEN LEVEE EMBANKMENT LB STA 55+40 TO 56+90 SCALE: 1" = 10'NN 0 SCALE: 5'10'20' 1'' = 10' ON 22x34 SHEET 0 SCALE: 5'10'20' 1'' = 10' ON 22x34 SHEET 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 30 27 28 29 31 3230282931 1 4 6 10 7 12 13 100-YEAR FLOOD EXTENTS SOUTH BOEING BRIDGE SF SF SF SF SF SFHVFHVF HVFC&G C&GC&G C&G C&G C&G C&G C&G C&GC&GC&GC&GC&GC&GC&G49+00 50+00 14 11 5 CEDAR RIVER TRAIL 35 35 34 353534 365 2 6 10 7 13 LAKE WASHINGTON LOOP TRAIL PROJECT LIMITS (PERMIT ###). IMPROVEMENTS BY OTHERS. 100-YEAR FLOOD EXTENTS RENTON MEMORIAL STADIUM PARKING LOT HVFC&GC&G C&G C&G C&GC&G C&G C&GC&GC&GC&GC&GC&GC&G64+00 8 14 LOGAN AVE N 15 16 CEDAR RIVER TRAIL 7 OEOEOE403738394138 373 5 6 13 9 100-YEAR FLOOD EXTENTS C&GC&GC&GC&G13 14LOGAN AVE N17 RB STA 49+30 TO 50+30, 63+00 TO 64+30, 65+50 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-04 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RAISE LEVEE EMBANKMENT LANDSCAPING BERM RB STA 63+30 TO 64+30 SCALE: 1" = 10' IMPROVE FLOODWALL TO EMBANKMENT TRANSITION RB STA 49+30 TO 50+30 SCALE: 1" = 10' KEY NOTES ACCESS SITE FROM RENTON AIRPORT VIA SOUTH BOEING BRIDGE. CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH RENTON AIRPORT AND BOEING FOR ACCESS. ACCESS SITE VIA STAGING AREA IN EXISTING RENTON MEMORIAL STADIUM PARKING LOT. ACCESS SITE VIA EXISTING SIDEWALKS. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL TEMPORARY CONSTRUCTION FENCE (EMERALD CITY TEMPORARY CONSTRUCTION FENCE OR EQUAL). INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE EXISTING SHRUB. REMOVE EXISTING TREE PER PROJECT LANDSCAPING PLANS SHEET L-02. PROTECT EXISTING BENCH. SURROUND THE EXISTING BENCH WITH HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01 TO MARK THE PROTECTED AREA. PROTECT EXISTING LIGHT AND ELECTRICAL BOX. PROTECT EXISTING CONCRETE POCKET WALL. PROTECT EXISTING ASPHALT/CONCRETE WALK. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. PROTECT EXISTING COMMUNICATIONS. PROTECT EXISTING CONCRETE CURB. REMOVE EXISTING CONCRETE PAVEMENT. EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.NO HEAVY MACHINERY SHALL BE DRIVEN ON PUBLIC TRAIL 3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 4.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. REMOVE AND REPLACE SIDEWALK AREA RB STA 65+50 SCALE: 1" = 10' 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEETN NN 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEET 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEET 9 10 11 12 13 14 15 16 17 2 3 1 4 5 6 7 8 HVF HVFHVF HVF HVF HVF HVF HVF HVFHVFHVFHVFHVFC&G C&GC&G C&G C&G C&G C&G C&G C&GC&GC&G C&G C&G C&G C&G C&GC&G 3 6 6 2 4 5 7 8 9 4 100-YEAR FLOOD EXTENTS (2 TREES)40363 7 3839414235 35 3233 343636 37 373534 2 10 RENTON SENIOR ACTIVITY CENTER 11 RB STA 65+90 TO 68+50 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-05 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RAISE LEVEE EMBANKMENT WITH FLOODWALL RB STA 65+90 TO 68+50 SCALE: 1" = 10' KEY NOTES ACCESS SITE FROM THE RENTON MEMORIAL STADIUM PARKING LOT. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01. INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE EXISTING HEDGE. REMOVE EXISTING TREE. REMOVE EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION. RETAIN FLAGPOLE AND PLAQUE FOR RESETTING. SEE SHEET C-114 PROTECT EXISTING BUILDING AND FOUNDATION. PROTECT EXISTING CONCRETE WALK. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. PROTECT EXISTING STORM, ROOF DRAIN, AND IRRIGATION LINES. 2 3 1 CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 3.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. 4 5 6 7 8 9 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEETN EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. 10 11 15 20 25 30 15 20 25 30 0+00 0+20 0+40 0+60 0+80 1+00 EXCAVATION LIMIT BOTTOM OF FLOODWALL FOOTING KEY EG 27.0'± T/W 27.1' MIN TOP OF LEVEE EMBANKMENT FILL 27.1' MIN EXST T/W 27.1'± 8 EXST GROUND ALONG LANDWARD TOE OF WALL 2 4 54 3 13 2' FREEBOARD 100 YEAR WSE 1 12 FLOODWALL T/FTG FLOODWALL B/FTG 2H:1V 5H:1V 1.5H:1V 1.5H:1V 5 20 18 19 21 22 23 24 27 26 24 23 25 25 25 25 2 3 CEDAR RIVER 0+00 0+20 0+40 0+60 0+80 1+001+00.01 X X X 18+60 18+80 19+00 19+20 19+40 19+60 C C C F F FRENTON MUNICIPAL AIRPORT LIMIT OF EXCAVATION 100-YEAR FLOOD EXTENTS ROTATED ARM EL 29.5' 26± LF FLOODWALL EXST USACE LEFT BANK ALIGNMENT TOP OF EMBANKMENT 2 3 4 BEGIN CONSTRUCTION STA 18+50.00 END CONSTRUCTION STA 19+50.00 1 3 2 4 5 6 6 7 B -A - 10 12 11 14 CONSTRUCTION ALIGNMENT ALONG LANDWARD EDGE OF EMBANKMENT AND LANDWARD FACE OF WALL 5 7 8 9 MATCH EXST EL 27.00' MATCH EXST EL 27.15' 8 COORDINATE TABLE POINT 1 2 3 4 5 6 7 8 9 NORTHING 183747.24 183715.76 183708.71 183701.93 183680.30 183652.85 183719.33 183677.58 183676.95 EASTING 1299006.87 1299014.61 1299026.81 1299018.15 1299032.20 1299040.54 1299028.24 1299037.97 1299035.19 DESCRIPTION BEGIN CONSTRUCTION BEGIN EMBANKMENT (LANDWARD EDGE OF EMBANKMENT) BEGIN EMBANKMENT (RIVERWARD EDGE OF EMBANKMENT) BEGIN NEW FLOODWALL (LANDWARD FACE OF WALL) END NEW FLOODWALL (LANDWARD FACE OF WALL) / BEGIN EXST END CONSTRUCTION BEGIN AIRPORT SECURITY FENCE ANGLE POINT OF AIRPORT SECURITY FENCE END AIRPORT SECURITY FENCE OHW OHW 15 20 25 30 35 15 20 25 30 35 0 5 10 15 200-5-10-15-20 1.5 1 FLOODWALL FOOTING KEY EXCAVATION LIMIT 100 YEAR WSE 2' FREEBOARD EXST GROUND TOP OF LEVEE EMBANKMENT FILL 5 WIDTH VARIES 0.0' - 10.0' FINISHED GRADE 9 2% 1.5 1 GRADE TO EXST GROUND AT MAX 2H:1V NEAT LINE EXCAVATION AROUND KEY 1'1' 14 MATCH EXST 12 15 20 25 30 35 15 20 25 30 35 0 5 10 15 200-5-10-15-20 APPROXIMATE LOCATION OF WEATHER STATION ARM 1.5 1 FLOODWALL FOOTING KEY EXCAVATION LIMIT 100 YEAR WSE 2' FREEBOARD EXST GROUND FINISHED GRADE 5 2 4.9'± WIDTH VARIES 0.0' - 10.0' OHW OHW 5.9'± FINISHED GRADE 9 2% 11 GRADE TO EXST GROUND AT MAX 2H:1V NEAT LINE EXCAVATION AROUND KEY 1' 14 MATCH EXST 12 CONSTRUCTION NOTES 1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE WALL ARE APPROXIMATE. PROTECT IN PLACE. 2.PROVIDE TEMPORARY PROTECTION FOR WEATHER STATION DURING CONSTRUCTION. SEE CONTRACT SPECIFICATION SECTION 8-27. 3.PROTECT EXISTING FLOODWALL. 4.MATCH EXISTING FLOODWALL TOP ELEVATION. 5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 6.PROTECT EXISTING 3" BRASS DISK DURING CONSTRUCTION. 7.TOP OF LEVEE EMBANKMENT WIDTH SHALL BE 10' MINIMUM AT NORTHERN END OF FLOODWALL. 8.EMBED FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION. 9.REINFORCED CONCRETE FLOODWALL TYPE 1 PER DETAIL 1, THIS SHEET. 10.REPLACE STOCKPILED RIPRAP DISTURBED DURING CONSTRUCTION ON RIVERWARD SLOPE. 11.SHORE EXCAVATION WHEN IN THE VICINITY OF THE WEATHER STATION. 12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEETS L-08 AND L-10. 13.JOIN NEW FLOODWALL STEM TO EXISTING FLOODWALL WITH WATERSTOP. SEE DETAIL 2, THIS SHEET. 14.INSTALL AIRPORT SECURITY FENCE (BY OTHERS). 1 2 3 4 5 8 6 7 9 10 11 12 13 14 1'-3"3'-6"1'-3"1'-0"1'-6"3'-9" 4'-0" 5'-3"2'-0"3"2"#5@12" O.C. EACH WAY, EACH FACE #5@12" O.C. EACH WAY, EACH FACE #5 TIE @ 12" O.C. 2-#5 BARS FINISHED GRADE 0 SCALE: 5'10'20' 1'' = 10' ON 22X34 SHEET FLOODWALL PLAN SCALE: 1" = 10' FLOODWALL PROFILE SCALE: HORIZ: 1" = 10', VERT: 1" = 2'NLB STA 18+50 TO 19+50 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-101 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N PLAN AND PROFILE SITE LOCATION FLOODWALL SECTIONA _SCALE: HORIZ: 1" = 5', VERT: 1" = 5' FLOODWALL SECTIONB _SCALE: HORIZ: 1" = 5', VERT: 1" = 5' REINFORCED CONCRETE FLOODWALL TYPE 1 DETAIL SCALE: NTS1 FLEXIBLE JOINT SEALANT COMPRESSIBLE BACKER SEALANT DEPTHSEE NOTE 3.0 AFLEXIBLE JOINT SEALANT NOTES: 1.0 FLEXIBLE JOINT SEALANT: A.FLEXIBLE JOINT SEALANT SHALL BE SIKAFLEX-2C NS, OR APPROVED EQUAL. B.JOINT SEALANT MATERIAL SHALL BE A GUNNABLE OR CAULKABLE MATERIAL MEETING THE REQUIREMENTS OF ASTM C 920, TYPE S (SINGLE COMPONENT) OR TYPE M (MULTICOMPONENT). GRADE NS (A NON-SAP OR GUNNABLE SEALANT THAT PERMITS APPLICATION IN JOINTS ON VERTICAL SURFACES WITHOUT SAGGING OR SLUMPING WHEN APPLIED AT TEMPERATURES BETWEEN 4.4 AND 50°C (40 AND 122°F)) 2.0 JOINT SURFACE PREPARATION: A.JOINT SURFACE PREPARATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. B.ALL JOINT WALL SURFACES MUST BE CLEAN, SOUND, AND FROST-FREE. JOINT WALLS MUST BE FREE OF OLD SEALANT, OILS, GREASE, CURING COMPOUND RESIDUES, AND ANY OTHER FOREIGN MATTER THAT MIGHT PREVENT BOND. SUBSTRATE SHALL BE CLEANED BY MECHANICAL MEANS. C.PLANT MATERIAL SHALL BE REMOVED FROM JOINT AND REMOVED FROM ADJACENT AREAS TO PREVENT FUTURE GROWTH FROM ENTERING THE JOINT. D.SIKAFLEX 429 PRIMER SHALL BE APPLIED TO THE JOINTS AFTER CLEANING, PRIOR TO FLEXIBLE JOINT SEALANT APPLICATION, ACCORDING TO THE MANUFACTURER'S WRITTEN INSTRUCTIONS, INCLUDING HEALTH AND SAFETY RECOMMENDATIONS. FLEXIBLE JOINT SEALANT NOTES (CONT.) 3.0 FLEXIBLE JOINT SEALANT APPLICATION: A.FINISHED DEPTH OF SEALANT SHALL BE ½ OF THE JOINT WIDTH, BUT NOT LESS THAN ¼ INCH OR GREATER THAN ½ INCH. DEPTH SHALL BE MEASURED FROM INSIDE OF CHAMFERED EDGE TO OUTSIDE FACE OF BACKER MATERIAL. B.BACKER SHALL BE INSTALLED IN BOTTOM OF JOINT TO ACHIEVE THE REQUIRED SEALANT DEPTH. BACKER MATERIAL SHALL BE COMPRESSIBLE TO ALLOW UNRESTRICTED MOVEMENT OF THE JOINT AND COMPATIBLE WITH THE SEALANT. C.JOINT SEALANT APPLICATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. D.APPLICATION SHALL OCCUR IN TEMPERATURES BETWEEN 40° F AND 100°F. E.SEALANT SHALL ONLY BE APPLIED TO CLEAN, SOUND, DRY, AND FROST-FREE SUBSTRATES. F.AVOID OVERLAPPING OF SEALANT AS OVERLAPS MAY ENTRAP AIR IN THE JOINT. G.TOOL SEALANT TO ENSURE FULL CONTACT WITH JOINT WALLS AND REMOVE AIR ENTRAPMENT. EXST FLOODWALL NEW FLOODWALL COMPRESSIBLE BACKER FLEXIBLE JOINT SEALANT WATERSTOP WALL CONNECTION DETAIL SCALE: NTS2 WATERSTOP NOTES: 1.WATERSTOP SHALL BE A JP320L RETROFIT EXPANSION JOINT L-SHAPED THERMOPLASTIC WATERSHOP AS MANUFACTURED BY J P SPECIALTIES, INC. (OR APPROVED EQUAL). INSTALL PER MANUFACTURER SPECIFICATIONS. 1 1 15 20 25 30 35 15 20 25 30 35 0+00 1+00 2+00 3+00 3+50 BOTTOM OF CURB WALL / EXCAVATION LIMIT T/W 29.0' MIN EXST T/W 28.5'± EG 28.2'± T/W 28.7'± EXST T/W 28.2'± 2 xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx 4 TOP OF FLOODWALL FINISHED GRADE TOP OF FENCE TOP OF BARBED WIRE 9 9 EXST GROUND ALONG LANDWARD TOE OF WALL 2 STA 0+15.0± 8" EXST SD CROSSING IE 18.86' 1 EXST FLOODWALL 100 YEAR WSE 2' FREEBOARD FREEBOARD T/W = 28.9' MIN 3 252426272820 2525 22 23 24 26 27 282323 22 21 CEDAR RIVER X X 0+00 1+00 2+00 3+00 o o o o o o o o o o oEXST USACE LEFT BANK ALIGNMENT 1 2 3 1 2 3 100-YEAR FLOOD EXTENTS 25 EXCAVATION LIMITS 5 25 2324 26 27 28 68 7 9 CONSTRUCTION ALIGNMENT ALONG CENTERLINE OF WALL 10 26+00 27+00 28+00 29+0 0 30+00 BEGIN CONSTRUCTION STA 26+50.00 4 8 STA 2+18.09 STA 3+09.78 CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OFFLOODWALL RAISE. SEE SHEET TEC-02.4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OFREINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALLBE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITHTHE FACE OF THE CONCRETE CURB WALL.4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.5.PROTECT EXISTING CARSONITE MARKER. COORDINATE TABLE POINT 1 2 3 4 8 10 NORTHING 182976.76 182970.67 182770.46 182678.96 182674.37 182688.09 EASTING 1299221.18 1299222.67 1299271.51 1299265.53 1299266.06 1299266.06 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL RAISE (WALL CENTERLINE). BEGIN SECURITY FENCE. ANGLE POINT (WALL CENTERLINE) END FLOODWALL RAISE, BEGIN NEW CONCRETE CURB WALL (WALL CENTERLINE) BEGIN GUARDRAIL SECURITY FENCE ANGLE POINT. TRANSITION SECURITY FENCE OFF OF FLOOD WALL. CONSTRUCTION NOTES 1.FLOODWALL RAISE PER DETAIL 1, C-104. 2.CONCRETE CURB WALL PER SECTION A, SHEET C-104. 3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OF FLOODWALL RAISE. SEE SHEET TEC-02. 4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 5.PROTECT EXISTING CATCH BASIN. 6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104. 7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OF REINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL. 8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARD PLAN C-23.60-04. 9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND, BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE HEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BY OTHERS). 1 2 3 4 5 6 7 8 9 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 0 SCALE: 10'20'40' 1'' = 20' ON 22X34 SHEET FLOODWALL RAISE PLAN SCALE: 1" = 20' FLOODWALL RAISE PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NKEY MAP SCALE: 1" = 1000' N SITE LOCATIONMATCHLINE - STATION 3+50SEE SHEET C-103LB STA 26+50 TO 30+00 FLOODWALL RAISE AND CURB WALL PLAN AND PROFILEMATCHLINE - STATION 3+50SEE SHEET C-103 20 25 30 35 20 25 30 35 3+50 4+00 5+00 6+00 7+007+00 TOP OF CURB WALL 6 BOTTOM OF CURB WALL / EXCAVATION LIMIT 2' FREEBOARD 100 YEAR WSE T/W 29.8' MIN EG 28.9'± FINISHED GRADE AT TOE ON BOTH SIDES 16" 8" EXST GROUND FINISHED GRADE FREEBOARD EXISTING HIGH GROUND 1 25 24 26 27 28 29 19202122 23 24 25 26 27 28 29 28 27 26 25 24 23 23 22 CEDAR RIVER X X X X X X X X X X X X X4+00 5+00 6+00 7+00 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 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 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 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 o o o 100-YEAR FLOOD EXTENTS EXST USACE LEFT BANK ALIGNMENT A C-104EXST ACCESS ROAD END CONSTRUCTION STA 33+50.00 6 7 EXST GUARDRAIL 3 EXCAVATION LIMITS EXST CITY WATER LINE CROSSING UNDER CEDAR RIVER 4 5 CONSTRUCTION ALIGNMENT ALONG CENTERLINE OF WALL 9 5 30+00 31+00 32+00 33+00 CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OFFLOODWALL RAISE. SEE SHEET TEC-02.4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OFREINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALLBE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITHTHE FACE OF THE CONCRETE CURB WALL.4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.5.PROTECT EXISTING CARSONITE MARKER. COORDINATE TABLE POINT 5 6 7 9 NORTHING 182323.10 182327.40 182298.95 182327.25 EASTING 1299356.32 1299353.88 1299349.24 1299353.29 DESCRIPTION END SECURITY FENCE END CONCRETE CURB WALL (WALL CENTERLINE) END CONSTRUCTION END GUARDRAIL CONSTRUCTION NOTES 1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 2.CONCRETE CURB WALL PER SECTION A, SHEET C-104. 3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTH OF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE CONCRETE CURB WALL. 4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104. 5.PROTECT EXISTING CARSONITE MARKER. 1 3 4 5 2 0 SCALE: 10'20'40' 1'' = 20' ON 22X34 SHEET CONCRETE CURB WALL PLAN SCALE: 1" = 20' CONCRETE CURB WALL PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NDATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N SITE LOCATION LB STA 30+00 TO 33+50 LEVEE EMBANKMENT WITH CURB WALL PLAN AND PROFILEMATCHLINE - STATION 3+50SEE SHEET C-102MATCHLINE - STATION 3+50SEE SHEET C-102 8"3'±EXISTING ASPHALT PAVEMENT RESTORED GRASS STRIP SEE LANDSCAPE SHEET L-08 FOR PLANTING PLAN.18"3/4" CHAMFER FINISHED GROUND EXST GROUND CONCRETE CURB WALL 3" CLEAR MIN #4 @ 12"6"VARIES#4 LONGITUDINAL BARS EXST GROUND #4 LONGITUDINAL BARS #4 DOWEL BARS @ 12" O.C. EXST CONC FLOODWALL LONGITUDINAL SECTION NTS CROSS SECTION NTS6"VARIESxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxEXST CONC FLOODWALL FLOODWALL NOTES 1.WHERE THE RAISED FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND, BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE HEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. SEE DETAIL 3, THIS SHEET FOR AIRPORT SECURITY FENCE. 1 1 12"12" 1" EXPANSION JOINTS, MATCH EXST FLOODWALL LOCATIONS 1 #4 DOWEL BARS INTO EXST FLOODWALL (TYP) @ 12" O.C. 8" EMBEDMENT STANDARD HOOK EXST GROUND 2' FREEBOARD 100 YEAR WSE 3 1 EXST GUARDRAIL EXST PAVEMENT 1 4 CONCRETE CURB WALLA C-103 NTS EXCAVATION LIMITS 34 1 2 CONCRETE CURB WALL NOTES 1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 2.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE CONCRETE CURB WALL. 3.FILL ON BACKSIDE OF CURB WALL SHALL BE COMMON BORROW PER 9-03.14(3). SLOPE AT MAX 2H:1V FROM BACK OF CURB WALL TO EXCAVATION LIMIT. 4.CONCRETE CURB WALL PER DETAIL 2, THIS SHEET. TOP OF WALL ELEVATION PER PROFILE, SHEET C-103. 5.AIRPORT SECURITY FENCE. SEE DETAIL 3, THIS SHEET. 1 3 4 2 5 5 STEEL POST SCHEDULE USE AND SECTION CORNER, END & PULL POSTS TUBULAR - ROUND LINE POSTS TUBULAR - ROUND BOTTOM & BRACE RAILS TUBULAR - ROUND LINE POST EXTENSION ARM DETAILS CORNER POST BRACE RAIL ATTACHMENT END OR GATE POST DETAIL TENSION BAND DETAIL FASTENING DETAILS LINE POST ATTACHMENTS BRACE RAIL CLAMP DETAIL TRUSS ROD AND BAND BRACE PANEL DETAIL PROVIDE BRACE PANEL WHENEVER STRAIGHT RUNS EXCEED 500 FEET. NOTE: GROUNDING DETAIL 10' MAXIMUM 10' MAXIMUM LINE POSTS TO BE EQUALLY SPACED 16" MIN. DIA.12"1/2" (TYP.) 10' MAX.10'12"45°24"35°12"NO SCALE MINIMUM OUTSIDE DIMENSIONS (NOMINAL)A.WIRE TIES, RAILS, POSTS, AND BRACES SHALL BE CONSTRUCTED ON THE SECURE SIDE OF THE FENCE ALIGNMENT. CHAIN-LINK FABRIC SHALL BE PLACED ON THE SIDE OPPOSITE THE SECURE AREA. B.ONLY 9-GAGE GALVANIZED STEEL TIE WIRES SHALL BE USED FOR FASTENING THE FENCE FABRIC TO FENCE POSTS AND RAILS. 16-GAGE, STAINLESS STEEL TIE WIRES SHALL BE USED FOR FASTENING FENCE FABRIC TO TENSION WIRES. HOG RINGS SHALL NOT BE ALLOWED ON SENSORED FENCES. C.BOTTOM RAIL SHALL BE ATTACHED TO DOUBLE RAIL ENDS USING 1 2" CARRIAGE BOLTS AS SHOWN. ADDITIONAL HOLES SHALL BE DRILLED THROUGH THE BOTTOM RAIL ENDS TO ENSURE THAT CARRIAGE BOLTS PASS THROUGH THE BOTTOM RAIL AS SHOWN. D.ALUMINUM OR ALUMINIZED MATERIAL SHALL BE ISOLATED FROM CONCRETE USING HDPE OR APPROVED EQUAL IN ALL LOCATIONS. STAINLESS STEEL ANCHORS SHALL BE USED TO ATTACH ALUMINUM TO CONCRETE.6"36"6'1" MAX10" MIN. DIA. 6" (TYP.) 24" 8" (T Y P.) 2 7/8" O.D. 2" O.D.12"HORIZONTAL CONNECTION 2 3/8" O.D. 1.3 STRAND BARBED -WIRE APRON ON EXTENSION ARMS 2.TOP TENSION WIRE, 2" BELOW TOP OF FABRIC 3.BRACE RAIL 4.9-GAGE STEEL TIE WIRES, 16" O.C. MAX & W/IN 4" FROM TOP & BOTTOM OF FABRIC 5.TRUSS ROD (1 2" MIN. DIA.) 6.CORNER, END, OR PULL POST 7.LINE POST 8.9-GAGE STEEL TIE WIRES (TYP.),(12" O.C. MAX.) 9.CHAIN-LINK FABRIC (9 GAGE, 2" MESH), BLACK WEATHER RESISTANCE GRATED STEEL WIRE 10.BOTTOM OF FABRIC, ABOVE FINISHED GRADE - 1 1 2" MIN, 2 1 2" MAX 11.BOTTOM TENSION WIRE, 2" ABOVE BOTTOM OF FABRIC 12.CONCRETE BASE 13.GRADE LINE 14.TENSION BAND (16" O.C. MAX. & W/IN 2" FROM TOP & BOTTOM OF FABRIC) 15.TENSION BAR TO ENGAGE EACH FABRIC LINK 16.CARRIAGE BOLT W/PEENED THREADS 17.PULL POST 18.#8 AWG SOLID COPPER WIRE 19.MOLDED EXOTHERMIC WELD OR APPROVED CLAMP-TYPE FITTING OF COPPER 20.3" DIA. COPPER-CLAD STEEL GROUND ROD 21.ENDS TWISTED AT LEAST THREE FULL TURNS 22.1 2" PLAIN PIN RIVETED FLUSH (TYP.) 23.SECURE SIDE 24.LOCK PIN, TYP 25.1" X 1 8" FLAT BAR FASTEN TO STEEL BEAM 26.1 2" BOLT 10' MAX. SECURITY FENCE NOTES NO SCALE NO SCALE NO SCALE SECURITY FENCE KEY NOTES 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 2 2 3 3 3 4 4 5 5 5 5 6 5 7 7 7 7 7 8 8 9 9 9 9 10 11 11 12 12 13 14 14 15 16 17 18 19 20 21 22 22 23 23 24 24 25 26 12" FLOODWALL RAISE WITH CAST-IN-PLACE CONCRETE SCALE: NTS1 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-104 FLOODWALL ADDITION AND LEVEE EMBANKMENT WITH CURBWALL DETAILS.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM CONCRETE CURB WALL DETAIL SCALE: NTS2 LB STA 26+50 TO 33+50 FLOODWALL ADDITION AND LEVEE EMBANKMENT WITH CURBWALL DETAILS AIRPORT SECURITY FENCE DETAIL SCALE: NTS3 34 35 35 3530 38 30 29 37 34 33 31 323533343736OE OE OE OE OE OE OE OE OE OE CEDAR RIVER 100' FROM LOGAN AVENUE BRIDGE 56+50 57+00 57+50 58+00 58+5059+0 0 55+00 55+20 55+40 55+60 55+80 56+00 56+20 56+40 56+60 56+80 57+00 57+20 57+40 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+50FC C C C C C C C C 100-YEAR FLOOD EXTENTS LOGAN AVENUE BR IDGE A C-106 1 2 3 4 EXCAVATION LIMIT TEST HOLE #1A EG 30.10 IE 25.02 TEST HOLE #1 EG 30.06 IE 26.23 TEST HOLE #3 EG 34.98 IE 27.15 LAKE WASHINGTON LOOP TRAIL PROJECT LIMITS (PERMIT ###). IMPROVEMENTS BY OTHERS. 1 2 2 2 2 3 3 4 5 6 12 9 B C-106 C C-106 D C-106 7 3533343635313233348 5 6 EXST FLOODWALL FL 30.1± MATCH EXST FL 36.5± MATCH EXST 13 14 10 11 11 CONSTRUCTION ALIGNMENT ALONG LANDWARD FACE OF WALL 5 MSE FLOODWALL LEVELING PAD EXCAVATION LIMIT 14 7 8 9 10 36BEGIN CONSTRUCTION STA 0+00.00 END CONSTRUCTION STA. 1+50.00 USACE LEFT BANK ALIGNMENT 12 END OF EXST WALL STA 0+28.55 OFF 15.47'L 15 16 CONSTRUCTION NOTES 1.SHORE ON SOUTHERN END OF WALL EXCAVATION TO PROTECT NEW SIDEWALKS, RAMPS, AND ROAD INSTALLED UNDER THE LAKE WASHINGTON LOOP TRAIL PROJECT. 2.PROTECT EXISTING CATCH BASIN / MANHOLE. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING. 4.PROTECT EXISTING 12" WATER LINE (CITY OF RENTON). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 5.RESTORE 16" STOPBAR IN PAVEMENT RESTORATION AREA PER CITY OF RENTON STANDARD PLAN 128. 6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 7.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT PER CITY OF RENTON STANDARD PLAN 110.1. 8.STEP MSE FLOODWALL IN SINGLE-BLOCK INCREMENTS. SEE WALL PROFILE, THIS SHEET. 9.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER CITY OF RENTON STANDARD PLAN 101 ON THE NORTHEAST SIDE OF PERMITER ROAD. 10.PROTECT EXISTING FLOODWALL. CONSTRUCTION NOTES (CONT.) 11.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-09. 12.PLACE 20' WIDTH OF 4" THICK CSBC. SEE MSE FLOODWALL AT ACCESS POINT, SECTION D, C-106. 13.RELOCATE EXISTING STOP SIGN. 14.RELOCATE EXISTING NO PARKING / BIKE ROUTE / E. PERIMETER RD. SIGNS FROM CURRENT LOCATION TO NEW LOCATION BEYOND MSE FLOODWALL. 15.STEEL PIPE HANDRAIL PER CITY OF RENTON STANDARD PLAN H024. FOUNDATION FOR HANDRAIL SHALL BE PER MSE FLOODWALL MANUFACTURER SPECIFICATIONS. 16.INSTALL ASPHALT RAMP PER DETAIL 3, SHEET C-106. 17.ADJUST GEOTEXTILE LOCATION UPWARDS BY ONE (1) MASONRY BLOCK WHERE THE WALL HEIGHT INCREASES. 18.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 19.GRAVEL LEVELING PAD PER DETAIL 1, SHEET C-106. 20.LEVELING PAD STEP PER DETAIL 2, SHEET C-106. 6 2 3 4 5 1 7 8 9 10 11 12 13 14 TRAFFIC CONTROL NOTES 1.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING AND IMPLEMENTING A TRAFFIC CONTROL PLAN. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO START OF ANY CONSTRUCTION ACTIVITY. 15 16 17 18 19 20 COORDINATE TABLE POINT 1 2 3 4 5 6 7 8 9 10 11 12 NORTHING 180285.97 180278.02 180269.67 180178.61 180273.67 180170.51 180282.10 180226.90 180222.80 180216.14 180166.66 180272.64 EASTING 1300117.84 1300123.90 1300130.26 1300199.68 1300118.20 1300196.81 1300121.01 1300161.07 1300155.70 1300146.95 1300208.75 1300147.45 DESCRIPTION BEGIN CONSTRUCTION BEGIN MSE FLOODWALL / BEGIN STEPPED WALL (LANDWARD FACE OF WALL) END STEPPED WALL (LANDWARD FACE OF WALL) END MSE FLOODWALL (LANDWARD FACE OF WALL) BEGIN CURB AND GUTTER (FLOW LINE) END CURB AND GUTTER (FLOW LINE) BIKE ROUTE, NO PARKING, AND STREET SIGN AND POST STOP SIGN AND POST STOP BAR CENTER (CURBSIDE) STOP BAR CENTER (ROADSIDE) END CONSTRUCTION END OF EXISTING FLOODWALL (CENTERLINE) 25 30 35 40 25 30 35 40 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD 4.1'±3.6'±10 12 1 19 20 (TYP) 17 17 STA 0+20.50 T/W 36.3'± EXST FLOODWALL B/FTG 28.11' B/FTG 28.78' B/FTG 29.45' B/FTG 30.11' B/FTG 30.78' B/FTG 31.45' B/FTG 32.11' B/FTG 32.78' B/FTG 33.45' STA 0+72.25 T/W 36.3'± STA 1+35.00 T/W 36.9'± MATCH EXST EG 36.6'± STA 0+20.50 FG 35.50' MIN 1.5H:1V GEOGRID (TYP) EXCAVATION LIMITS STA 1+12.6± 12" EXST HPW CROSSING IE 27.0'± STA 1+15.6± 12" EXST HPW CROSSING IE 28.2'± 2H:1V EXST GROUND (RIVERWARD TOE OF FLOODWALL) FINISHED GRADE (RIVERWARD TOE OF FLOODWALL) 3 3 17 EXST GROUND (LANDWARD TOE OF FLOODWALL) 15 STA 0+89.9± 24" EXST SS CROSSING IE 17.4'± STA 0+72.25 T/W 36.9'±EXST HIGH GROUND (RIVERWARD OF FLOODWALL) 100' FROM LOGAN AVENUE BRIDGE STA 0+10.00 T/W 31.6'±STEP WALL DOWNTO APPROXIMATE2H:1V SLOPE8FREEBOARD FREEBOARD 15 15 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+50 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-106 WIDEN LEVEE EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUMMSE FLOODWALL PLAN SCALE: 1" = 10' 0 SCALE: 5'10'20' 1" = 10' ON 22X34 SHEETN KEY MAP SCALE: 1" = 1000' N SITE LOCATION 8' MIN TOP OF LEVEE WIDTH LB STA 55+40 TO 56+90 WIDEN LEVEE EMBANKMENT PLAN AND PROFILE MSE FLOODWALL PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' ON 22X34 SHEET 15 20 25 30 35 40 45 15 20 25 30 35 40 45 0 5 10 15 200-5-10-15-20 EXST 12" HPWLOCATION APPROX.IE 25.2' ±EXST 12" HPWLOCATION APPROX.IE 26.4' ±EXST 4" GASLOCATION APPROX.IE 27.5' ±3362' FREEBOARD EXST GROUND EXST 24" SS LOCATION APPROX. IE 17.4' ± FINISHED GRADE GEOGRID (TYP) GRAVEL BACKFILL FOR WALLS 8' MIN CROWN WIDTH EXCAVATION LIMIT EXST FLOODWALL 1.5H:1V (TYP) MSE WALL 11" WIDTH 6' 7' 6'-8" PEDESTRIAN PATH EXST 12" WATER LOCATION APPROX. IE 26.4 ± EXST 24" STORM LOCATION APPROX. IE 23.8' ± 9 7 8 4 22.8' 5 13 1' MIN 4.5'± 2.7'±1.6'± 1 11 15 20 25 30 35 40 45 15 20 25 30 35 40 45 0 5 10 15 200-5-10-15-20 3' FREEBOARD EXST 24" SS LOCATION APPROX. IE 17.4' ±EXST 12" HPWLOCATION APPROX.IE 25.9' ±EXST 12" HPWLOCATION APPROX.IE 27.1' ±EXST 4" GASLOCATION APPROX.IE 27.5' ±336EXST 12" WATER LOCATION APPROX. IE 28.2' ± 7' 8' FINISHED GRADE GEOGRID (TYP) GRAVEL BACKFILL FOR WALLS 8' MIN CROWN WIDTH EXCAVATION LIMIT MSE WALL 11" WIDTH 4' MIN PEDESTRIAN ACCESS ROUTE 30" STOP SIGN 7'6'-8" PEDESTRIAN PATH EXST GROUND EXST 24" STORMLOCATION APPROX.IE 23.9' ±6' 9 7 8 4 2 12 5 8.4'± 4.8'± 3.4'± 1.5H:1V (TYP)13 1' MIN 1 2.7' 15 20 25 30 35 40 45 15 20 25 30 35 40 45 0 5 10 15 200-5-10-15-20 3' FREEBOARD EXST GROUND EXST 4" GASLOCATION APPROX.IE 27.7' ±6EXST 24" SS LOCATION APPROX. IE 17.4' ± EXST 12" WATER LOCATION APPROX. IE 31.7' ±EXST 24" STORMLOCATION APPROX.IE 24.0' ±EXST 12" HPWLOCATION APPROX.IE 27.5' ±3EXST 12" HPWLOCATION APPROX.IE 28.6' ±38' FINISHED GRADE GEOGRID (TYP) GRAVEL BACKFILL FOR WALLS PER CONTRACT SPECIFICATION 6-13 8' MIN CROWN WIDTH EXCAVATION LIMIT 1.5H:1V (TYP) MSE WALL 11" WIDTH 6'-8" PEDESTRIAN PATH 2.9' 9 7 8 4 2 10H:1V 10 7.3'± 5.0'± 13 1' MIN 6.1'± 15 20 25 30 35 40 45 15 20 25 30 35 40 45 0 5 10 15 200-5-10-15-20 3' FREEBOARD EXST 24" SS LOCATION APPROX. IE 17.4' ±EXST 4" GASLOCATION APPROX.IE 27.6' ±6EXST 12" WATER LOCATION APPROX. IE 30.8' ±EXST 24" STORMLOCATION APPROX.IE 24.0' ±PIPES ADJACENT TO SECTION ARE SHOWN FOR REFERENCE 12" EXST HPW 12" EXST HPW SKEWED 6.4' PIPE CROSSING 3 8' EXST GROUND FINISHED GRADE GRAVEL BACKFILL FOR WALLS 8' MIN CROWN WIDTH EXCAVATION LIMIT MSE WALL 11" WIDTH 6'-8" PEDESTRIAN PATH 2.7' 9 7 8 4 2 SLOP VARIES TRANSITION AREA BETWEEN 10% AND 0% 5 4.7'± 13 1' MIN 1.5H:1V (TYP) GEOGRID (TYP) 7.3'± 1 2'-0"6"61 2"11" STANDARD MASONRY UNIT (MSE FLOODWALL) 1/2"-3/4" CRUSHED STONE OR GRAVEL PER CONTRACT SPECIFICATIONS 6-13 (95% STANDARD PROCTOR DENSITY)6"8"9"1'-6" 6"45°' STANDARD MASONRY UNIT (MSE FLOODWALL) 1/2"-3/4" CRUSHED STONE OR GRAVEL PER CONTRACT SPECIFICATIONS 6-13 (95% STANDARD PROCTOR DENSITY) PLAN ELEVATION NOTES 1.REMOVE A MINIMUM OF 3' (FT) OF EXISTING SHOULDER AT THE BOTTOM OF THE RAMP, FOR EMBEDMENT OF NEW HMA. SIDEWALK HMA SIDEWALK RAMP EXISTINGSHOULDEREXISTING JOINT SEAL PREMOLDED JOINT FILLER ~ MATCH WIDTH OF EXISTING JOINT SEAL 3' - 0" MIN. (SEE NOTE 1) 1.5% MAX 6" 7.5% MAX HEIGHT VARIES 0" - 6" SAWCUT IN EXISTING PAVEMENT SEE NOTE 1 SECTION 2" HMA CL 1/2" PG 64-22 PROPOSED MSE WALL 6' - 8" PEDESTRIAN PATH EDGE OF TRAVELED WAY EXISTING SHOULDER (SEE NOTE 1) SIDEWALK RAMP (HMA) SELECT FILL 6" 10' DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-106 WIDEN LEVEE EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM MSE FLOODWALL SECTION - HPW CROSSINGA C-105 SCALE: HORIZ: 1" = 5' VERT: 1" = 5' ON 22X34 SHEET MSE FLOODWALL SECTION - STOP SIGN RELOCATIONB C-105 SCALE: HORIZ: 1" = 5' VERT: 1" = 5' ON 22X34 SHEET MSE FLOODWALL SECTION - HPW CROSSINGC C-105 SCALE: HORIZ: 1" = 5' VERT: 1" = 5' ON 22X34 SHEET MSE FLOODWALL SECTION - MAINTENANCE ACCESSD C-105 SCALE: HORIZ: 1" = 5' VERT: 1" = 5' ON 22X34 SHEET CONSTRUCTION NOTES 1.STEEL PIPE HANDRAIL PER CITY OF RENTON STANDARD PLAN H024. FOUNDATION FOR HANDRAIL SHALL BE PER MSE FLOODWALL MANUFACTURER SPECIFICATIONS. 2.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT 2' OFFSET FROM EDGE OF NEW CURB AND GUTTER PER CITY OF RENTON STANDARD PLAN 103. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING. 4.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER CITY OF RENTON STANDARD PLAN 101 ON NORTHEAST SIDE OF PERIMETER ROAD. 5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-09. 6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 7.GRAVEL LEVELING PAD PER DETAIL 1, THIS SHEET. 8.BACKFILL WITH CSBC. 9.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 10.4" DEPTH CSBC. 11.PROTECT EXISTING FLOODWALL. 12.SIGN MOUNTING POST PER CITY OF RENTON STANDARD PLAN 129. 13.6" HMA CL 1/2" PG 64-22 OR MATCH EXISTING THICKNESS. 6 2 3 4 5 1 7 8 9 10 11 12 LB STA 55+40 TO 56+90 WIDEN LEVEE EMBANKMENT SECTIONS ---- GRAVEL LEVELING PAD - SECTION VIEW SCALE: NTS1 LEVELING PAD STEP - PROFILE VIEW SCALE: NTS2 13 ASPHALT RAMP SCALE: NTS3 25 30 35 40 45 25 30 35 40 45 0+00 1+00 2+00 3+00 100' FROM LOGAN AVENUE BRIDGE 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD T/W 38.0' MIN T/W 37.4' MIN T/W 37.3' MIN EXCAVATION LIMITS TOP OF EXST WALL EXST GROUND AT LOGAN AVENUE BRIDGE EXST GROUND ADJACENT TO EXST WALL 2 4 3 2 EXST CONCRETE WALK 1.5H:1V EXST HIGH GROUND TIE IN 100 YEAR WSE TEST HOLE #6A IE 29.1'± TEST HOLE #6 IE 26.6'± 12 8 T/FTG B/FTG B/FTG KEY 14 EXST GROUND EXST WALL EXST WALL EXST HIGH GROUND RIVERWARD SIDE TOP OF OVERBUILD FILL 37.8'± TOP OF EMBANKMENT FILL 36.4' MIN T/W 37.3' MIN TOP OF EMBANKMENT FILL 36.4' MIN 8 3 6 5 7 1.5H:1V SHORING FREEBOARD FREEBOARD 11 17 6 5 T/W 37.3' MIN T/W 37.3' MIN TOP OF EXST WALL CEDAR RIVE R 100' FROM LOGAN AVENUE BRIDGE 8 57+ 4 0 57+ 6 0 57+ 8 0 58+ 0 0 58+ 2 0 58+ 4 0 58+6 0 58+8 0 59+0 0 59+20 59+40 59+6 0 59 + 8 0 6 0 + 0 0 6 0 + 2 0 6 0 + 4 0 60+60 0+00 1+00 2+00 LIMIT OF TOP OF EMBANKMENT FILL100-YEAR FLOOD EXTENTSLOGAN AVENUE BR IDGE EXCAVATION LIMIT C - A - 3 32 6 4 24 13 1 12 8 8 9 5 8 9 9 TEST HOLE #6 TEST HOLE #6A B - 35 35 33 34 36 3 6 5 13 14 BEGIN CONSTRUCTION STA 58+00.00 CONSTRUCTION ALIGNMENT ALONG CENTERLINE OF WALL AND EMBANKMENT L2S TRAIL 15 CB1 N 180028.97 E 1300363.65 RIM= 33.5'± IE OUT= 31.20' (8", SE) STA 0+93.19 STA 1+48.67 STA 0+86.43 STA 1+75.01 7 2 10 CB2 N 179969.48 E 1300389.59 RIM= 33.1'± IE IN= 30.85 (8", NW) IE IN= 30.8'± (4", S) IE OUT= 30.8'± (4", N) EXST USACE LEFT BANK ALIGNMENT 16 19 65 LF 8" PVC @ 0.5% 19 STA 0+80.35 END CONSTRUCTION STA 60+50.00 STA 0+32.97 STA 2+18.75 14.2' EMBANKMENT WIDTH 8.0' EMBANKMENT WIDTH EXST CONC WALL VARIESCONCRETE FLOODWALL RAISE SECTIONA _NTS EXST SIDEWALK EXST GROUND EXISTING CURB AT LOGAN AVE. 6.5' ±LOGAN AVENUE 1 18 COORDINATE TABLE POINT 1 2 3 4 5 6 7 8 9 NORTHING 180110.86 180098.02 180051.51 180047.29 180041.82 180032.68 180010.92 179976.57 179926.95 EASTING 1300285.68 1300312.61 1300303.67 1300308.04 1300312.01 1300366.73 1300381.58 1300408.64 1300425.01 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL RAISE (WALL CENTERLINE) END FLOODWALL RAISE (WALL CENTERLINE) BEGIN REINFORCED CONCRETE FLOODWALL TYPE 2 (WALL CENTERLINE) ANGLE POINT (WALL CENTERLINE) ANGLE POINT (WALL CENTERLINE) END REINFORCED CONCRETE FLOODWALL TYPE 2 /BEGIN EMBANKMENT (WALL/EMBANKMENT CENTERLINE) END EMBANKMENT (EMBANKMENT CENTERLINE) END CONSTRUCTION CONSTRUCTION NOTES 1.FLOODWALL RAISE PER DETAIL 1, C-108. 2.REINFORCED CONCRETE FLOODWALL TYPE 2 PER DETAIL 2, C-108. 3.RAISE EMBANKMENT PER SECTION C, THIS SHEET. 4.TAPER EMBANKMENT AND OVERBUILD AT TRANSITION TO CONCRETE FLOODWALL. 5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 6.EMBANKMENT OVERBUILD FILL SHALL BE 6" MIN, THE TOP 4" SHALL BE TOPSOIL, THE REMAINDER SHALL BE COMMON BORROW PER 9-03.14(3). 7.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE. CONSTRUCTION NOTES (CONT.) 8.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). 9.PROTECT EXISTING 24" SEWER MAIN (KING COUNTY). 10.INSTALL NEW CONCRETE INLET PER CITY OF RENTON STANDARD PLAN 200.30. 11.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. 12.PROTECT EXISTING 1" UNKNOWN UTILITY. 13.REPLACE EXISTING CATCH BASIN WITH CATCH BASIN TYPE 2 PER CITY OF RENTON STANDARD PLAN 201.00. 14.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-09. CONSTRUCTION NOTES (CONT.) 15.PROTECT EXISTING SHRUBS. 16.CONTRACTOR TO FIELD LOCATE EXISTING PIPE AND INSTALL NEW CATCH BASIN TYPE 1 PER CITY OF RENTON STANDARD PLAN 200.00. THE CATCH BASIN SHALL INTERCEPT THE EXISTING PIPE AND FLOW THROUGH THE STRUCTURE IN THE POST-CONSTRUCTION CONDITION, AS COMPARED TO THE PRE-CONSTRUCTION CONDITION, SHALL NOT BE INHIBITED. 17.EMBED FLOODWALL 5' INTO LANDSCAPE BERM EMBANKMENT. 18.ELEVATION PER PROFILE. HEIGHT SHALL BE A MINIMUM OF 6". 19.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN. 6 2 3 4 5 1 7 8 9 10 11 12 13 15 14 16 17 18 19 25 30 35 40 25 30 35 40 0 5 100-5-10 EXCAVATION LIMIT 11 23' FREEBOARD EXST GROUND 100-YR WSE NEAT LINE EXCAVATION AROUND KEY 11 25 30 35 40 25 30 35 40 0 5 10 15 200-5-10-15-20 TOP OF OVERBUILD FG 37.5± EXCAVATION LIMIT EXST GROUND 100 YEAR WSE 1.5H:1V 1.5H:1V 3H:1V MAX 2' FREEBOARD 5 7 6 14 BERM TOP WIDTH VARIES, 2' MIN. 0 SCALE: 10'20'40' 1" = 20' ON 22X34 SHEET FLOODWALL AND EMBANKMENT PLAN SCALE: 1" = 20' FLOODWALL AND EMBANKMENT PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 4' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-107 REPAIR AND RAISE FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N REINFORCED CONCRETE FLOODWALL TYPE 2 SECTIONB _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' LB STA 58+00 TO 60+00 REPAIR AND RAISE FLOODWALL PLAN AND PROFILE SITE LOCATION CONSTRUCTION CONSTRAINTS 1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. LANDSCAPE BERM EMBANKMENT SECTIONC _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' 12"12"6"VARIES#4 LONGITUDINAL BARS #4 DOWEL BARS INTO EXST FLOODWALL (TYP) @ 12" O.C. 1" EXPANSION JOINTS, MATCH EXST FLOODWALL LOCATIONS EXST CONC FLOODWALL EXST GROUND #4 LONGITUDINAL BARS #4 DOWEL BARS @ 12" O.C. EXST CONC FLOODWALL LONGITUDINAL SECTION NTS CROSS SECTION NTS6"MINVARIESELEVATION PER PROFILE. SEE SHEET C-107. STANDARD HOOK 8" EMBEDMENT 4'-6"4'-6"1'-3"8" 1'-0 3/4"2'-4 1/2"1'-0 3/4"2'-0"3"2"2"1'-0"1'-6" 3/4" CHAMFER (TYP) #5@12" O.C. EACH FACE #5@6" O.C. EACH FACE #5@12" O.C. EACH WAY, TOP AND BOT FINISHED GRADE 2-#5 BARS #5 TIE @ 12" O.C. FLOODWALL RAISE WITH CAST-IN-PLACE CONCRETE SCALE: NTS1 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-108 REPAIR AND RAISE FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM REINFORCED CONCRETE FLOODWALL TYPE 2 DETAIL SCALE: NTS2 LB STA 58+00 TO 60+00 REPAIR AND RAISE FLOODWALL DETAILS 25 30 35 40 25 30 35 40 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+30 EXST GROUND ADJACENT TO POCKET WALL 1 2 3 5 4 3 5 SOUTH BOEING BRIDGE 100' FROM SOUTH BOEING BRIDGE 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD 2H:1V 2H:1V 124 7.2% 5H:1V 100 YEAR WSE EXCAVATION LIMIT FLOODWALL/CLOSURE TRANSITION EXST T/W 32.9'± TOP OF OVERBUILD FG 33.3'± TOP OF LEVEE EMBANKMENT FIILL EL 32.8' MIN TOP OF LEVEE EMBANKMENT FILL EL 32.8' MIN TOP OF OVERBUILD FG 33.3'± MATCH EXST EG 32.3'± MATCH EXST EG 32.2'± MATCH EXST EG 31.5'± MATCH EXST EG 31.0'± 6 END OF EXST FLOODWALL EXST T/W 32.8'± 2 FREEBOARD FREEBOARD 2 5 30 30 25 26 27 28 29 31 322930313228 CEDAR RIVER 48+80 49+00 49+20 49+40 49+60 49+80 50+00 50+20 50+400+00 0+20 0+40 0+60 0+80 1+00 1+20 1+30 FF F F F F FFF F F F F F F TOP OF EMBANKMENT FILL EXCAVATION LIMIT 100-YEAR FLOOD EXTENTS 100' FROM SOUTH BOEING BRIDGESOUTH BOEING BRIDGEEXST USACE RIGHT BANK ALIGNMENT A - 8' MIN. CROWN WIDTH 6 5 1 2 3 4 5 6 7 7 TOP OF EMBANKMENT OVERBUILD 3 9 10 11 12 STA 49+30.00 STA 50+30.00 20 25 30 35 40 20 25 30 35 40 0 5 10 15 20 250-5-10-15-20-25 EXST 8' TRAIL EXCAVATION LIMIT 2H:1V MAX SIDESLOPE (TYP)8' MIN CROWN WIDTH 4 7 12 8 100 YEAR WSE 3' FREEBOARD 2 CONSTRUCTION NOTES1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILEWALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR.2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. THE TOP 4" SHALL BE TOPSOIL (WSDOTTYPE B), THE REMAINDER SHALL BE COMMON BORROW.3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE.6.PROTECT EXISTING 4" GAS (PSE).7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL.8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL.10.ADJUST JUNCTION BOX TO GRADE.11.PROTECT EXISTING LIGHTING POLE.12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ONSHEET L-06. COORDINATE TABLE POINT 1 2 3 4 5 6 7 NORTHING 181781.83 181757.32 181756.84 181751.96 181699.40 181698.92 181684.78 EASTING 1299681.32 1299687.84 1299687.94 1299688.97 1299700.01 1299700.12 1299705.43 DESCRIPTION BEGIN CONSTRUCTION BEGIN EMBANKMENT OVERBUILD (EMBANKMENT CENTERLINE) BEGIN LEVEE EMBANKMENT FILL (EMBANKMENT CENTERLINE) END OF EXISTING FLOODWALL (WALL/EMBANKMENT CENTERLINE) END LEVEE EMBANKMENT FILL (EMBANKMENT CENTERLINE) END EMBANKMENT OVERBUILD (EMBANKMENT CENTERLINE) END CONSTRUCTION CONSTRUCTION NOTES 1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE WALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR. 2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. THE TOP 4" SHALL BE TOPSOIL (WSDOT TYPE B), THE REMAINDER SHALL BE COMMON BORROW. 3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION. 4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE. 6.PROTECT EXISTING 4" GAS (PSE). 7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL. 8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE. 9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL. 10.ADJUST JUNCTION BOX TO GRADE. 11.PROTECT EXISTING LIGHTING POLE. 12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-06. 6 2 3 4 1 7 8 9 5 10 11 12 EMBANKMENT PLAN SCALE: 1" = 10' EMBANKMENT PROFILE SCALE: HORIZ: 1" = 10', VERT: 1" = 2' 0 SCALE: 5'10'20' 1" = 10' ON 22X34 SHEETN EMBANKMENT SECTIONA _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-109 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N RB STA 49+30 TO 50+30 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION PLAN AND PROFILE SITE LOCATION CONSTRUCTION ALIGNMENT ALONG CENTERLINE OF EMBANKMENT CONSTRUCTION CONSTRAINTS 1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. 30 35 40 30 35 40 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 100 YEAR WSE EXISTING HIGH GROUND 100' FROM LOGAN AVENUE BRIDGE 3' MINIMUM FREEBOARD 2' MINIMUM FREEBOARD APPROX. SHARED USE PATH FINISHED GRADE (BY OTHERS) TOP OF LEVEE EMBANKMENT FILL 4H:1V 2H:1V 4H:1V EXCAVATION LIMITS SHORING 2 TOP OF OVERBUILD FG 36.3'±2 TOP OF LEVEE EMBANKMENT FILL EL 35.8' MIN3 5 TOP OF LEVEE EMBANKMENT FILL EL 36.0' MIN (VERIFY IN FIELD) LAKE WASHINGTON LOOP TRAIL PROJECT (BY OTHERS) 5 6 TOP OF OVERBUILD 1.5H:1V FREEBOARD FREEBOARD 4 3 4 35 35 363433 34353435 34 33 363738T T T T 100' FROM LOGAN AVENUE BRIDGE 100-YEAR FLOOD EXTENTS 0+00 0+20 0+40 0+60 0+80 1+0 0 1+2 0 1 +4 0 1 + 6 0 1+80 1+95. 0 9 63+20 63+40 63+60 63+80 64+00 64 + 2 0 64+40 64+60 64+80 LOGAN AVENUE BR IDGE A - EXISTING USACE RIGHT BANK ALIGNMENT EXCAVATION LIMIT LAKE WASHINGTON LOOP TRAIL PROJECT LIMITS (PERMIT ###). IMPROVEMENTS BY OTHERS. BEGIN CONSTRUCTION STA 63+30.00 END CONSTRUCTION STA 64+30.00 1 2 3 6 TOP OF EMBANKMENT OVERBUILD LIMIT OF TOP OF EMBANKMENT FILL 4 5 FG 35.3'± EXCAVATION LIMIT 35 35 36 36 CONSTRUCTION ALIGNMENT ALONG LANDWARD EDGE OF EMBANKMENT RENTON MEMORIAL STADIUM PARKING LOT CED A R R I V E R T R A I L 4 4 3 1 2 5 7 6 SHARED USE PATH REVISION PER THE LAKE WASHINGTON TRAIL LOOP PROJECT (BY OTHERS) 35 FG 36.0' MIN (VERIFY IN FIELD)5 STA 0+63.59 OFF 11.18'R 25 30 35 40 45 25 30 35 40 45 0 5 10 15 200-5-10-15-20 TOP OF OVERBUILD EL 36.4'± TOP OF LEVEE EMBANKMENT FILL EL 35.89' EXCAVATION LIMIT 4H:1V (TYP) (OVERBUILD) 2H:1V MAX SIDESLOPE (TYP) 100 YEAR WSE 2' FREEBOARD 1 21.5H:1V (TYP) T COORDINATE TABLE POINT 1 2 3 4 5 6 NORTHING 180513.99 180509.63 180509.63 180469.96 180462.39 180456.82 EASTING 1300194.01 1300205.27 1300205.27 1300239.99 1300269.86 1300274.34 DESCRIPTION BEGIN CONSTRUCTION BEGIN EMBANKMENT OVERBUILD (LANDWARD EDGE OF EMBANKMENT) BEGIN EMBANKMENT FILL (LANDWARD EDGE OF EMBANKMENT) END EMBANKMENT OVERBUILD / EMBANKMENT FILL (RIVERWARD EDGE OF EMBANKMENT) END EMBANKMENT OVERBUILD / EMBANKMENT FILL (LANDWARD EDGE OF EMBANKMENT) END CONSTRUCTION CONSTRUCTION NOTES 1.EMBANKMENT OVERBUILD SHALL BE 6" MIN, THE TOP 4" SHALL BE TOPSOIL, THE REMAINDER SHALL BE COMMON BORROW. 2.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 3.PROTECT EXISTING 4" GAS (PSE). 4.PROTECT EXISTING COMMUNICATION LINES AND FACILITIES. 5.TOP OF EMBANKMENT FILL TO BE FLUSH WITH SHARED USE PATH CONSTRUCTED BY LAKE WASHINGTON LOOP TRAIL PROJECT. 6.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-07. 7.REPLACE EXISTING SIDEWALK WITH NEW SIDEWALK LANDING AND TRANSITION PANEL PER CITY OF RENTON STANDARD PLAN 102. 1 2 3 4 5 7 6 EMBANKMENT PLAN SCALE: 1" = 10' EMBANKMENT PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' 0 SCALE: 5'10'20' 1" = 10' ON 22X34 SHEETN PLANTING NOTES 1.SEE SHEET L-06 FOR PLANTING NOTES. EMBANKMENT SECTIONA _SCALE: HORIZ: 1" = 5', VERT: 1" = 5' KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-111 REMOVE AND REPLACE SIDEWALK AREA.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 63+30 TO 64+30 RAISE LEVEE EMBANKMENT LANDSCAPING BERM PLAN AND PROFILE SITE LOCATION CONSTRUCTION CONSTRAINTS 1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC. 30 35 40 30 35 40 0+00 0+10 0+20 0+30 0+40 0+50 0+60 1 2 MATCH EXISTING EG 37.2'±MATCH EXISTING EG 37.3'± FG 37.2' MIN FG 37.3' MIN 3' FREEBOARD 100 YEAR WSE 0.6'± 1.25% 1 3 4 4 FREEBOARD 403737 3738393735363938 4040 OEOEOEOEOE66 + 0 0 66+ 2 0 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+00 24.5'± 11'±5% MAX3% MAXLIMIT OF DISTURBANCE 1 2 3 4 5 6 A - 32 2 1 LOGAN AVE N 4 4 0.4% 2.6% EG 36.76'EG 36.80' EG 35.83' EG 36.04' FG 37.10' FG 37.00' 100-YEAR FLOOD EXTENTS EXISTING USACE RIGHT BANK ALIGNMENT T COORDINATE TABLE POINT NORTHING EASTING DESCRIPTION CONSTRUCTION NOTES 1.REPLACE SIDEWALK PER CITY OF RENTON STANDARD PLAN 102. 2.SAWCUT, SEE SHEET TEC-04. 3.PROTECT EXISTING 12" HIGH POWER WATER MAIN (BOEING). LOCATION SHOWN IS APPROXIMATE. COVER DEPTH IS ASSUMED BASED ON MINIMUM COVER DEPTHS SPECIFIED IN AVAILABLE AS-BUILT INFORMATION. 4.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-07. 5.PROTECT EXISTING OVERHEAD POWER LINE. 6.PROTECT TREE ROOTS. 1 2 3 4 5 6 GENERAL NOTES 1.CONTRACTOR SHALL RESTORE VEGETATED AREAS DAMAGED DURING CONSTRUCTION PER CONTRACT SPECIFICATION 9-14. 1 2 3 4 5 6 180338.31 180337.61 180313.42 180314.18 180349.36 180348.80 1300376.95 1300384.95 1300381.04 1300372.99 1300375.54 1300385.26 SIDEWALK HIGH GROUND SIDEWALK HIGH GROUND SIDEWALK CORNER SIDEWALK CORNER SIDEWALK CORNER SIDEWALK CORNER 0 SCALE: 5'10'20' 1" = 10' ON 22X34 SHEET SIDEWALK PLAN SCALE: 1" = 10' SIDEWALK SECTION SCALE: HORIZ: 1" = 10' VERT: 1" = 2'A N KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-111 REMOVE AND REPLACE SIDEWALK AREA.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 65+50 REMOVE AND REPLACE SIDEWALK AREA PLAN AND SECTION SITE LOCATION 66+00 66+20 66+40 66+6066+8067+00 67+20 67+40 67+60 67+80 68+00 68+20 68+40 68+60 0+60SD SD SD 0+000+200+400+60 0+80 1+00 1+20 1+40 1+60 1+80 2+002+20 100-YEAR FLOOD EXTENTS EXCAVATION LIMIT 35 4034 36 37 38 39 35 3334 36 37 35403637 3 839414 2 3535353535 403 2 5 2 4 4 4 5 6 36 35 3232 33 34 1 10 EXISTING USACE RIGHT BANK ALIGNMENT 100' FROM LOGAN AVENUE BRIDGE B C-113 3 4 1 1 9 A C-113 C C-113 7 R35' 14 10" CONSTRUCTION ALIGNMENT ALONG RIVERWARD FACE OF FLOODWALL EXISTING BUILDING FOOTING EXISTING BUILDING FOOTING RENTON SENIOR ACTIVITY CENTER CEDAR RIVER TRAIL FLAGPOLE LIGHTING TO BE ADJUSTED AS NEEDED STA 1+48.20 STA 0+73.0215 STA 1+10.0015 15 STA 0+33.97 STA 0+42.81 COORDINATE TABLE POINT 1 2 3 4 5 NORTHING 180378.58 180380.51 180381.02 180370.30 180316.05 EASTING 1300433.25 1300467.17 1300475.99 1300503.24 1300555.29 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL (RIVERWARD FACE) FLOODWALL PC (RIVERWARD FACE) FLOODWALL PT (RIVERWARD FACE) END FLOODWALL (RIVERWARD FACE) / END CONSTRUCTION 9 10 CONSTRUCTION NOTES 1.SHORE TO PROTECT ADJACENT CONCRETE AND SENIOR ACTIVITIES CENTER BUILDING. 2.EMBED FLOODWALL 5' MINIMUM INTO EXISTING HILL. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAIN (BOEING). CONTRACTOR TO VERIFY IN FIELD. 4.PROTECT EXISTING TREES. SEE CONTRACT SPECIFICATION SECTION 8-02.3(1)A. 5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET L-07. 6.REMOVE AND RESET EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION IN EXISTING LOCATION. 7.REMOVE EXISTING SHRUB. SEE SHEET L-03 FOR REPLACEMENT. 8.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. 9.REINFORCED CONCRETE FLOODWALL TYPE 3. SEE DETAIL 1, SHEET C-113. 10.PROTECT EXISTING STORM AND IRRIGATION LINES. 11.MATCH EXISTING GROUND. 12.MATCH TOP OF FLOODWALL ELEVATION. 13.3H:1V FILL SLOPE ON EITHER SIDE OF FLOODWALL. 14.TRENCH DRAIN TO COLLECT ROOF DRAINAGE. SEE SECTIONS ON FOLLOWING SHEET. 15.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN. 9 10 11 12 13 14 2 3 4 5 1 6 7 8 15 30 35 40 30 35 40 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+50 1.5 1 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD SENIOR ACTIVITIES CENTER 100' FROM LOGAN AVENUE BRIDGE 100 YEAR WSE EXST GROUND EXCAVATION LIMIT FLOODWALL FOOTING FLOODWALL FOOTING KEY EXST BERM BEHIND WALL 2' MIN. EXST CONCRETE WALL 5 EXST CONCRETE FOUNTAIN EXST CONCRETE WALL EXST CONCRETE PAVEMENT 13 TOP OF EMBANKMENT FILL MATCH EG 37.8'± FG 37.3' MIN FG 35.7'± CONCRETE FLOODWALL T/W 37.3' MIN ENTIRE LENGTH 5 2 8 2 11 1 912 11 FREEBOARD FREEBOARD FLOODWALL PLAN SCALE: 1" = 10' 0 SCALE: 5 10 20 1" = 10' ON 22X34 SHEETN PLANTING NOTES 1.SEE SHEET L-06 FOR PLANTING NOTES. KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-113 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 65+90 TO 68+50 RAISE LEVEE EMBANKMENT WITH FLOODWALL PLAN AND PROFILE SITE LOCATION FLOODWALL PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' 25 30 35 40 45 25 30 35 40 45 0 5 10 150-5-10-15 6.7' 5.2' 1.5' EXCAVATION LIMIT EXISTING GROUND 2' MIN. 1.5 1 3' FREEBOARD 100 YEAR WSE GRAVEL FILLED TRENCH DRAIN WITH 6" PERFORATED PIPE 1.9' MIN 1.0' COVER REINFORCED CONCRETE FLOODWALL TYPE 3 T/W 37.3'± SEE DETAIL 1, THIS SHEET FOOTING KEY BOTTOM OF BUILDING FOOTING EL 33.8'± RENTON SENIOR ACTIVITY CENTER 1'-6"0'-7 1/2"25 30 35 40 45 25 30 35 40 45 0 5 10 150-5-10-15 EXCAVATION LIMIT EXISTING GROUND 8.7' 2' MIN. 1.5 1 4.5' OVERHANG RENTON SENIOR ACTIVITY CENTER 8.2' 6.7' 1.5' 2' FREEBOARD 100 YEAR WSE 3.3' REINFORCED CONCRETE FLOODWALL TYPE 3 T/W 37.3'± SEE DETAIL 1, THIS SHEET FOOTING KEY BOTTOM OF BUILDING FOOTING EL 33.8'± 1'-6"0'-7 1/2"GRAVEL FILLED TRENCH DRAIN WITH 6" PERFORATED PIPE 25 30 35 40 45 25 30 35 40 45 0 5 10 150-5-10-15 8.1' 6.6' 1.5' EXCAVATION LIMIT EXISTING GROUND 1.5 1 2' FREEBOARD 100 YEAR WSE 4.5' OVERHANG 8.5' 2' MIN. RENTON SENIOR ACTIVITY CENTER PROPOSED FLOODWALL T/W 37.3'± EL 33.28' EL 32.28' FOOTING KEY EL 31.28' BOTTOM OF BUILDING FOOTING EL 33.75' 1'-6"0'-7 1/2"1'-0" MIN5'-0"10"4'-0"1'-0"4'-0" 2" 3/4" CHAMFER (TYP) #5@9" O.C. EACH WAY #5@12" O.C. EACH WAY, EACH FACE #5 TIE @12" O.C. 2-#5 BARS FINISHED GRADE 1'-0"1'-6" DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-113 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 39 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 65+90 TO 68+50 RAISE LEVEE EMBANKMENT WITH FLOODWALL SECTIONS AND DETAILS FLOODWALL SECTION AT CORNERA C-112 SCALE: HORIZ: 1" = 3' VERT: 1" = 3' ON 22X34 SHEET FLOODWALL SECTION MIDDLEB C-112 SCALE: HORIZ: 1" = 3' VERT: 1" = 3' FLOODWALL SECTION BY DOORC C-112 SCALE: HORIZ: 1" = 3' VERT: 1" = 3' REINFORCED CONCRETE FLOODWALL TYPE 3 DETAIL SCALE: NTS1 Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix F Critical Areas Maps 18,749 1,562 COR Map - Flood Hazard This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. Cedar River Levee Project Critical Areas 1/27/2023 Legend 1,0620531 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 1,062 WGS_1984_Web_Mercator_Auxiliary_Sphere cbennett cbennett@rentonwa.gov City and County Labels Parcels City and County Boundary <all other values> Renton Floodway Special Flood Hazard Areas (100 year flood) Streams (Classified) <all other values> Type S Shoreline Type F Fish Type Np Non-Fish Type Ns Non-Fish Seasonal Unclassified Not Visited Wetlands Streets Parks Waterbodies Designated Neighborhoods 2021.sid Red: Band_1 Green: Band_2 Blue: Band_3 18,749 1,562 COR Map - Shoreline / Wetlands This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. Cedar River Levee Project Critical Areas 1/27/2023 Legend 1,0620531 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 1,062 WGS_1984_Web_Mercator_Auxiliary_Sphere cbennett cbennett@rentonwa.gov City and County Labels Parcels City and County Boundary <all other values> Renton Environment Designations Natural Shoreline High Intensity Shoreline Isolated High Intensity Shoreline Residential Urban Conservancy Jurisdictions Streams (Classified) <all other values> Type S Shoreline Type F Fish Type Np Non-Fish Type Ns Non-Fish Seasonal Unclassified Not Visited Wetlands Streets Parks Waterbodies Designated Neighborhoods 2021.sid 18,749 1,562 COR Map - Wellhead Protection This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. Cedar River Levee Project Critical Areas 1/27/2023 Legend 1,0620531 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 1,062 WGS_1984_Web_Mercator_Auxiliary_Sphere cbennett cbennett@rentonwa.gov City and County Labels Parcels City and County Boundary <all other values> Renton Wellhead Protection Area Zones Zone 1 Zone 1 Modified Zone 2 Streets Parks Waterbodies Designated Neighborhoods 2021.sid Red: Band_1 Green: Band_2 Blue: Band_3 18,749 1,562 COR Map - Regulated Slopes This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. Cedar River Levee Project Critical Areas 1/27/2023 Legend 1,0620531 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 1,062 WGS_1984_Web_Mercator_Auxiliary_Sphere cbennett cbennett@rentonwa.gov City and County Labels Parcels City and County Boundary <all other values> Renton Slope City of Renton >15% & <=25% >25% & <=40% (Sensitive) >40% & <=90% (Protected) >90% (Protected) Streets Parks Waterbodies Designated Neighborhoods 2021.sid Red: Band_1 Green: Band_2 Blue: Band_3 18,749 1,562 COR Map - Seismic This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. Cedar River Levee Project Critical Areas 1/27/2023 Legend 1,0620531 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 1,062 WGS_1984_Web_Mercator_Auxiliary_Sphere cbennett cbennett@rentonwa.gov City and County Labels Parcels City and County Boundary <all other values> Renton Streams (Classified) <all other values> Type S Shoreline Type F Fish Type Np Non-Fish Type Ns Non-Fish Seasonal Unclassified Not Visited Wetlands Seismic Hazard Areas Faults Streets Parks Waterbodies Designated Neighborhoods 2021.sid Red: Band_1 Green: Band_2 Blue: Band_3 Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix G Operations and Maintenance Manuals Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Part I: Levee Operations and Maintenance Manual Cedar River at Renton Flood Damage Reduction Project Operation and Maintenance Manual July 20, 2018 i TABLE OF CONTENTS 1 INTRODUCTION 1 1.1 Project Description ......................................................................................................................... 1 1.2 Authorization .................................................................................................................................. 1 1.3 Location........................................................................................................................................... 1 1.4 Project Purpose .............................................................................................................................. 1 1.5 Construction History ..................................................................................................................... 2 2 PROJECT COOPERATION AGREEMENT 4 2.1 Responsibility of Local Interests ................................................................................................... 4 2.2 Failure of Non-Federal Interests to Operate and Maintain........................................................ 4 3 GENERAL PROCEDURES 5 3.1 Approved Regulations ................................................................................................................... 5 3.2 General Rules and Procedures ...................................................................................................... 5 3.3 Duties of the Superintendent ......................................................................................................... 5 3.4 Trespass on Rights-of-way............................................................................................................. 6 3.5 Improvements or Alterations ........................................................................................................ 6 3.6 Annual Report ................................................................................................................................ 6 3.7 Periodic Inspections ....................................................................................................................... 6 3.8 Surveys ............................................................................................................................................ 7 3.9 Checklists ........................................................................................................................................ 7 3.10 Sequence of Operations ................................................................................................................. 7 4 OPERATIONS DURING HIGH WATER FLOW 8 4.1 General ............................................................................................................................................ 8 4.2 Procedures to be followed at Flood Stage..................................................................................... 8 4.3 Bridge Operation ............................................................................................................................ 8 4.4 Levee Operation ............................................................................................................................11 4.5 Closures ..........................................................................................................................................11 4.5.1 South Boeing Bridge 11 4.5.2 Left Bank Sidewalk Upstream of Logan Avenue 13 4.5.3 Renton Senior Activity Center 13 4.6 Emergency Repairs .......................................................................................................................16 4.6.1 Degradation 16 4.6.2 Seepage 16 4.6.3 Debris Removal at Bridges 16 4.6.4 Damage from Seismic Events 16 ii 5 PROJECT MAINTENANCE 21 5.1 Project Plans ..................................................................................................................................21 5.2 General Notes on Maintenance ....................................................................................................21 5.2.1 Inspections 21 5.2.2 Utilities 21 5.2.3 Improvements 21 5.2.4 Maintenance agreement with Boeing 21 5.3 Specific Maintenance Procedures ................................................................................................22 5.3.1 Embankment Levee 22 5.3.2 South Boeing Bridge 23 5.3.3 River Channel 23 5.3.4 Closure gates at the South Boeing Bridge 24 5.3.5 Closures at the sidewalk near Logan Avenue and the Renton Senior Activity Center 24 6 REPAIR, REPLACEMENT, AND REHABILITATION 28 6.1 Levee. ..............................................................................................................................................28 6.2 Drainage Structures. .....................................................................................................................28 6.3 TideFlex Check Valves..................................................................................................................28 7 OUTLINE OF ANNUAL REPORT 29 7.1 General ...........................................................................................................................................29 7.2 Earthfill Levee ...............................................................................................................................29 7.3 River Channel ................................................................................................................................29 7.4 South Boeing Bridge .....................................................................................................................29 7.5 Closures ..........................................................................................................................................29 7.6 Culvert Storm System Backflow Control Valves .......................................................................29 7.7 Landscaping ...................................................................................................................................29 7.8 Conditions During Flood Period ..................................................................................................29 Appendix A: Project Cooperation Agreement Appendix B: Flood Control Regulations Appendix C: 2018 Boeing Flood Response Plan Appendix D: South Boeing Bridge Operating Procedure Appendix E: As-Built Drawings for Levees and Floodwalls, dated 98DEC03 1 1 Introduction 1.1 Project Description The project consists of levees and floodwalls along both banks of the river, a section of PCC curb wall, and a channel deepened by excavation. Levee sections are minimum 8’-0” wide on top, with 2H:1V or shallower slopes. Some sections of the levee are wider, with a road on top, and some sections in the park are wider with more gradual slopes. The levee alignment and stationing is shown in Figure 1-1. The left bank levee from station 0+00 to about station 18+95 is designed to overtop in events greater than the design event, to prevent other areas from overtopping. The floodwalls are steel sheetpile below ground, concrete wall above ground. The sheetpile wall is located on the left bank, from about station 18+95 to about station 29+60, and again on the left bank from about 35+20 to 37+88, and again on the left bank from station 39+88 to 54+45. On the right bank, there are floodwalls from about station 38+20 to station 42+75, station 48+16 to station 49+60, and station 68+35 to station 68+85, and from about station 67+58 to about 67+85, protection is provided by a PCC curb wall. In addition to the levees and floodwalls, the project includes mitigation features. The mitigation features are the groundwater side-channel and the revetment at the Maplewood golf course, the Landsburg gravel supplementation, lighting reduction at the Boeing plant, riparian plantings along the lower river, tide flex valves at outfalls along the lower river, and the Elliott rearing/spawning channel. 1.2 Authorization The Cedar River at Renton Flood Damage Reduction Project was constructed under authority of Section 205 of the 1948 Flood control Act, as amended, and subject to local cooperation as set forth in Section 3 of the Flood Control Act of 1936, Public Law 738 as modified be Section 103 of the Water Resources Development Act (WRDA) of 1986, Public Law 99-662. 1.3 Location The project area is the lower 1-¼ miles of the Cedar River in the City of Renton, located in King County, Washington, immediately southeast of the City of Seattle. The Cedar River drainage basin is located southeast of Seattle, Washington, and lies entirely within the boundaries of King County. The basin is approximately 40 miles long, has a maximum width of 10 miles, and drains 188 square miles into Lake Washington at Renton. 1.4 Project Purpose The project is designed to provide protection from the 100-year flood. The project protects portions of downtown Renton, including the Boeing plant and the Renton airport. 2 1.5 Construction History The river excavation was performed by equipment rental method, using equipment hired from Gary Merlino Construction, Seattle, WA, and DKR Construction Inc, Union Gap, WA. The levee construction was performed by Ceccanti Corp. of Spanaway, Washington. DATE EVENT April 1998 River excavation construction contract advertised May 1998 PCA executed June 1998 River excavation construction contract awarded June 1998 River excavation construction initiated August 1998 River excavation completed December 1998 Levee contract advertised March 1999 Levee contract awarded April 1999 Levee construction initiated November 1999 Levee construction complete December 2000 Flood control complete, transferred to local sponsor 3 Figure 1-1. Levee alignment and stationing. 4 2 Project Cooperation Agreement The Corps of Engineers and the City of Renton have entered into a PCA for this project on May 9, 1998, as required by Public Law (99-662). A copy of the duly executed PCA is included as Appendix A of the Manual. 2.1 Responsibility of Local Interests The responsibility of local interests is defined by Section 3 of the Flood Control Act approved 22 June 1936, Public Law 738 as modified by Section 103 of the WRDA approved 19 November 1986. The project cooperation agreement (appendix A) signed by the City of Renton on 9 May 1998, in accordance with Public Law 738, lists the following responsibilities of the City of Renton. · Accomplish normal items of cooperation listed in article II paragraphs a through j of the project cooperation agreement. · Assume full responsibility for all project costs in excess of Federal cost limitation $5 million as provided in Section 915(a) of the Water Resources Development Act of 1986 (Public Law 99-662, approved 17 November 1986). · Comply with Civil Rights, Uniform Relocation Assistance and Real Property Acquisition regulations as described in Article III paragraph d of the project cooperation agreement. · Guarantee the Government reasonable access to the project for the purpose of inspection and, if necessary, operating, repairing, and maintaining the project. 2.2 Failure of Non-Federal Interests to Operate and Maintain In accordance with Paragraph d, Section 221 of Public Law 91-661, “The Chief of Engineers may undertake performance of those items of cooperation necessary to the functioning of the project for its purposes, if he has first notified the non-Federal interest of its failure to perform the terms of its agreement and has given such interest a reasonable time after such notification to so perform.” All costs incurred by the Federal Government in performing O&M of the project that is the responsibility of the non-Federal interest will be reimbursed by the non-Federal interest. Provisions for this are included in Article IX of the project cooperation agreement. 5 3 General Procedures 3.1 Approved Regulations Regulations for operation and maintenance of local flood control projects have been prescribed by the Secretary of the Army in accordance with authority contained in the Code of Federal Regulations, Title 33 - Navigation and Navigable Waters, Chapter II - Corps of Engineers, Part 208 - Flood Control Regulations, Section 208.10 - Local Flood Protection Works; Maintenance and Operations of Structures and Facilities, hereinafter referred to as the “regulations”. Relevant portions of the regulations are included in appendix B. 3.2 General Rules and Procedures General rules for operation and maintenance of local flood control works are given in paragraph 208.10(a) of the regulations. Most duties outlined are self- explanatory. Features requiring clarification for application to this project are covered in the following paragraphs. 3.3 Duties of the Superintendent (Reference paragraph 208.10(a)(2) of the regulations.) The City of Renton shall appoint a permanent committee consisting of: 1. Public Works Administrator 2. Utility Systems Director 3. Maintenance Services Division Director 4. Surface Water Utility Engineering Manager 5. Surface Water/Wastewater Maintenance Manager The committee member highest on the above list that is available shall be designated as the Superintendent who shall have charge of the operation and maintenance of the project. If the person highest on the list is absent, the person next on the list will assume responsibility as Superintendent. Details of the Superintendent’s duties are presented in the regulations. The Superintendent’s general duties include training key personnel in maintenance and emergency operations of the project. The Superintendent shall ascertain that all his key people have read the portions of this manual pertaining to their duties. The Superintendent should have addresses and telephone numbers of all key people and a reasonable number of substitutes; key people should in turn have similar information regarding all the people who will assist them. The District Engineer, U.S. Army Corps of Engineers, Seattle, Washington, should be kept advised of the names of the committee members at all times. Experience has shown the key people should include: · An assistant Superintendent to act in the absence of the Superintendent; and · A sufficient number of people trained to lead maintenance work and inspection of the project during and following any flood fighting operations, and to provide inspection and maintenance during low flow periods. 6 3.4 Trespass on Rights-of-way (Reference paragraph 208.10(a)(4) of the regulations.) The Superintendent shall not permit any encroachment or trespass upon project rights-of-way which will adversely affect efficient operation and maintenance of the project. 3.5 Improvements or Alterations (Reference paragraph 208.10(a)(5) of the regulations.) No improvements or alterations affecting the flood protective works shall be made without prior determination by the District Engineer, U.S. Army Corps of Engineers, Seattle, Washington, that such improvements or alterations will not adversely affect the function of the protective facilities. Drawings or prints of proposed changes and information concerning methods of construction shall be submitted to the District Engineer sufficiently in advance of the proposed construction to permit adequate time for study and consideration of the work. If approved, drawings or prints in duplicate, showing improvements or alterations as finally constructed, shall be furnished to the District Engineer after work is completed and added to the Operation and Maintenance Manual. Improvements and alterations are defined as non-maintenance activities. Actions necessary to eliminate threats to life and/or property in emergency situations may be taken in advance of approval of drawings and other information describing the corresponding alterations. 3.6 Annual Report (Reference paragraph 208.10(a)(6) of the regulations.) Submission of an annual report is required. Seattle District requests that local sponsors compile all inspection, maintenance, and operation information for the year into one submittal, with an additional report following each flood event. The annual report shall be submitted by 1 October each year to the District Engineer, U.S. Army corps of Engineers, Post Office Box 3755, Seattle, Washington, 98124-2255, ATTN: Emergency Management Branch. The report shall cover the inspection, maintenance, and operation of the protective works, including a chronological log of all operations and dated copies of inspection checklists made during the period of the report. An outline of the Superintendent’s annual report to the District Engineer is shown in appendix C. The nature and date of repairs shall be included in this report. Other items and suggestions relative to public sentiment on the project, its effectiveness, and other allied subjects are considered desirable data for inclusion in this report. 3.7 Periodic Inspections (Reference paragraph 208.10(b)(1), (d)(1), and (h)(1) of the regulations.) Periodic inspections of the levee, drainage and bridge structures are required. Ideally, intervals between periodic inspections should not exceed 90 days. Inspections are required also at such intermediate times as may be necessary to ensure the best possible care of the flood protection project. Periodic inspections shall be made under the supervision of the Superintendent. The following times for conduct of periodic inspections of the levees and drainage structures are furnished for guidance: 7 · prior to the beginning of flood season (1 October); · throughout the duration of high water events; · immediately following each high water period; · during the spring (March or April); · following repair or reconstruction of any portion of the project; · during extreme low flow conditions (15 August - 30 September); · intermediate times as necessary. 3.8 Surveys Surveys of the levees shall be made within 4 years after completion of the O&M manual, and at any time visual inspection indicates surveys are warranted to ensure detection of any settling of the levee. The City of Renton shall perform surveys. Surveys shall include levee top elevations to nearest .10 foot at 100-foot intervals along the centerline. Surveys of the channel shall be made annually by the City of Renton until the City is able to develop a prediction of sedimentation rates based on flow events. An abbreviated survey is acceptable if the winter flows do not warrant an all-inclusive survey. At the City’s discretion, no survey is required if winter flows do not exceed 2500 CFS. After the City is comfortable with their methodology for predicting the need to dredge the river channel, the time between river channel surveys may be increased at the City's discretion. 3.9 Checklists The Superintendent shall prepare checklists covering all features of the project for use on each inspection to ensure that no feature of the protective works is overlooked. Items requiring maintenance shall be noted thereon. 3.10 Sequence of Operations Maximum discharge of the Cedar River normally occurs between October and March. Flood season in the Cedar River basin coincides with winter rain and spring snowmelt runoff. During the months of October through March, the Superintendent shall conduct inspections of personnel, equipment, and materials and shall hold practice drills as necessary to ensure immediate and efficient flood fighting operations as outlined in section 4 of this manual. Periods of low flow during the summer months shall be utilized to the fullest extent to inspect the project for possible flood damage and to accomplish necessary repairs and maintenance work. Boeing produces a flood response plan annually to assign responsibilities in the event of a flood event, primarily related to maintenance of the South and North Boeing Bridges. The 2018 Boeing flood response plan is included in Appendix C as an example, and the operating procedure used by Boeing for the South Boeing Bridge is included in Appendix D. The Corps anticipates that Boeing will participate as stated in the annual flood response plans. 8 4 Operations During High Water Flow 4.1 General This section presents supplementary procedures that are applicable during high water periods. A high-water period is defined as a Phase IV flood exceeding 5,000 cubic feet per second (CFS) as measured at the Landsburg gage. While the operation of the project is the responsibility of the City of Renton, the Corps has accepted that the City has delegated the operation of the South Boeing Bridge to the Boeing Company. A copy of the agreement between the City and Boeing on the operation of the bridge is included in this document. It is the City’s responsibility to verify that Boeing is operating the South Boeing Bridge in accordance with this manual. If Boeing does not operate the bridge in accordance with this manual, it is the City’s responsibility to operate the bridge. 4.2 Procedures to be followed at Flood Stage Levee observations shall be made during flood events noting time, location or levee station, and water level (on the riverside of the levee). These observations shall be correlated with U.S. Geological Survey (USGS) gage readings and records of streamflow. When King County announces a Phase IV alert for the Cedar River, the Superintendent shall initiate the following steps: a. Locate necessary tools and materials that can readily be made available (quarry spalls, shovels, sandbags, etc.). b. Locate earth moving equipment and trucks that can be made available. c. Assign persons in shifts to provide 24-hour patrol of the levee and project area. Initially, these persons shall make a detailed inspection and report the condition of the project to the Superintendent. d. Assure that persons patrolling the levee are aware of any treed areas and any structures (such as bridge abutments and piers, and gabion walls) on the riverside of the levee, and that these structures and treed areas are inspected frequently to assure that debris is not collecting along or behind them. If debris does collect, it must be cleared immediately to decrease the possibility of damage to the levee. e. Make needed emergency repairs as quickly as possible. 4.3 Bridge Operation Each year the Superintendent shall develop a rating curve for the Cedar River at the South Boeing bridge and determine at what flow the river stage will reach the lower chord of the bridge. That flow will be called the "bridge flow". A 9 technical memorandum will be prepared annually presenting the calculated rating curve at the South Boeing Bridge and to provide instructions for when operations to lift the bridge should begin. An example of the annual rating curve is shown in Figure 4-1. During any high flow event, the Superintendent shall monitor the flow in the river using either the USGS gage at Landsburg or by monitoring the King County flood warnings. If the Landsburg gage readings are not available, the Superintendent shall rely on the King County flood phase warning system. When the Landsburg gage indicates that the bridge flow has occurred, or when the King County flood phase IV is announced, the process to raise the bridge shall begin. At the time the Landsburg gage indicates that the bridge flow has occurred, the Superintendent will have about 4 hours to raise the bridge before that flow arrives at the bridge. The bridge must be raised before the water surface reaches the bottom of the bridge. In the event that the warning system described above fails, the bridge shall be raised if the water is within six inches of the bottom of the bridge. For as long as Boeing operates the bridge in accordance with the O&M manual for the bridge, the intent of this O&M program is met. The City is responsible to verify that Boeing’s O&M program for the bridge is adequate, and to assume O&M responsibilities if it is not. 10 Figure 4-1. Example rating curve for determining when to begin operations for lifting the South Boeing Bridge 11 4.4 Levee Operation During flood periods, the levee shall be patrolled on an ongoing basis to locate possible sand boils, animal holes, or unusual wetness of the landward slope and to be certain that: · no indications of slides or sloughs are developing; · no wave wash or scouring actions are occurring; · no low reaches of levees exist which may be overtopped except where such overtopping is an intentional part of the project; and · no other conditions exist which might endanger the structure. Immediate steps will be taken to control any condition that endangers the levee and to repair the damaged section. 4.5 Closures The levee system contains closures at four locations: South Boeing Bridge, the left bank sidewalk upstream of Logan Avenue, and at the Renton Senior Activity Center. During high flows the South Boeing Bridge uses manually operated closure gates as described in Section 4.5.1, and the three remaining closures utilize sandbags as described in Section 4.5.2, 4.5.3, and 4.5.4. Sandbagging deployment will be overseen by the superintendent. The commencement of sandbagging activities will begin when the flow at the USGS Renton gage is forecast to exceed 9000 cfs. Sandbagging efforts shall be mobilized when flows at Landsburg reach 8,600 cfs and are predicted to increase, providing approximately 12 hours of time to install the sandbags before flows would be expected to reach the 100-yr level at Renton. Sandbags are stored at the maintenance shop at 3555 NE 2nd St in Renton. The sandbag elevations specified in Section 4.5.2 through Section 4.5.4 are for a condition where the river channel has aggraded to the level of the “Maximum Bed Profile” as discussed in 5.3.3. At locations where the channel is known to be below the Maximum Bed Profile, sandbag elevations could be reduced. 4.5.1 South Boeing Bridge As part of the Lower Cedar River Flood Control Project, closure gates were constructed at each end of the South Boeing Bridge. These closure gates were designed to operate in conjunction with raising the bridge during a flood. Each gate leaf is normally inside a concrete pocket wall on the north and south sides of the bridge, and rolled out across the bridge approach during a flood. This would be accomplished after the bridge is raised. The following is a description of the steps that were demonstrated during the operation test. These steps apply to each of the four gates leafs. 12 1. Remove the steel plates covering the rail trench. 2. Remove the galvanize steel blocking plate attached to the river side of the pocket wall. This plate is attached to stainless steel bolts embedded in the concrete pocket wall using stainless steel nuts. The plate is designed to block the gap between the pocket wall and the steel ribbed skin of the gate. The blocking plate is “stored” on the pocket wall by turning the plate so that the ribbed edge faces the river. 3. Once the blocking plate is removed, the gate can be pulled out of the pocket wall either manually, or by using a vehicle and towline. Normally, the gate can be pulled out manually. The gate rolls on a steel rail that is inset a trench in the concrete approach to the bridge. The gate should be rolled out to the center of the bridge until the stainless steel arrow welded on the bottom of the gate aligns with the stainless steel arrow welded on the top edge of the trench. 4. Once the gate is in location, a series of J-bolts located along the bottom of the gate must be lowered into position by loosening the lock nut. After lowering each J-bolt, turned it 90° so that the leg of the J-bolt engages in a corresponding slot cut in the rail web. Hold the J-bolt in this position and tighten the lock nut. 5. After all the J-bolts are tightened and the gate is secured to the rail, a series of nonadjustable struts are attached to the gate and anchored to the bridge approach using steel pins that are inserted into a hole in the concrete. A small square steel plate is welded to the one end of the steel pin. The pins are used to cover the holes in the concrete, when not used to secure the struts. NOTE: Each strut is a different length and cannot be interchanged. A number is painted on each strut corresponds to number painted to the attachment slot on the gate. The strut closest to the pocket wall is adjustable. There are two parts to the adjustable strut, which slide together and allow the strut to be either shortened or lengthened. The adjustable strut is used to hold the gate tight against the blocking plate, which is installed as described in the following step. 6. Attach the blocking plate to the end of the pocket wall using the stainless steel nuts. After the blocking plate is in place, adjust the strut to minimize the gap between the blocking plate and the face of the ribbed skin of the gate. The strut can be tightened by hand using the handles attached to the strut screw. 13 7. After one gate leaf is in place, pull the opposite gate leaf into place. A vertical steel angle on each gate leaf overlap. A rubber seal is attached to the steel angle one gate, and minimizes the flow of water between the ends of the gates. 8. After each gate leaf is in place, the J-bolts tightened, and the struts and blocking plates installed, place a row of sand bags along the bottom of the gate, on the river side. This will minimize water from flowing under the gate. 9. Reversing the procedures described above opens the gates. It is important to raise the J-bolts until the leg of each J-bolt is inside the bottom rail of the gate. Otherwise, the J-bolts rub against the side of the rail making it difficult to roll the gate into place. 4.5.2 Left Bank Sidewalk Upstream of Logan Avenue This location extends from Station LT 58+38 to Station 58+45 and is shown in Figure 4-2. The sidewalk at this location will need to be sandbagged to a height of no less than 1.5 ft between the floodwalls on each side of the sidewalk. 4.5.3 Renton Senior Activity Center This location extends from approximately Station RT 67+85 to Station 68+35 and is shown in Figure 4-3. The protection elevation needs to be placed across the entrance to the Senior Activity Center at a height of no less than 0.9 ft from the wall ending at Station 67+85 to the wall starting at 68+35. 14 Figure 4-2. Sandbagging locations upstream of Logan Avenue on left bank 15 Figure 4-3. Sandbagging locations at Senior Activity Center 16 4.6 Emergency Repairs Emergency repairs described in the following paragraphs may be required during high water stages. These repairs are independent of those that may be required as a result of routine inspections referred to in paragraphs 208.10(a)(2), (b)(1), (c)(1), and (h)(1) of the regulations (see appendix B). Repairs are to be made with semi-impervious to impervious material similar to that in the existing levee. 4.6.1 Degradation Levee bank failures are most likely where there are fluctuating water levels and high stream bank or levee erosion. The use of quarry spalls or larger rock, as required, is recommended to prevent further damage. If it is determined during the post-flood inspection that the emergency repairs were not adequate for bank stabilization, permanent repairs shall be made using materials of adequate size. Permanent repairs shall be coordinated with Seattle District, Corps of Engineers. 4.6.2 Seepage Ground seepage can be removed locally by pumping. The interior drainage watershed is small and capable of temporary ponding of any local storm water runoff. Existing interior drainage conditions do not require installation of permanent pumping facilities. 4.6.3 Debris Removal at Bridges At the onset of a flood event expected to approach the magnitude of the 100-year flood event, the bridges within the project, including the North Boeing Bridge, should be inspected for accumulated debris and such debris should be removed prior to the flood event. In addition, the bridges within the project should be inspected during a large flood event for the accumulation of debris at bridges that might impede the flow of water through said structures. 4.6.4 Damage from Seismic Events After a significant seismic event, the levee system will be inspected and evaluated for damage. An evaluation of the full length of the levee system will be performed so that priorities can be established, and the appropriate resources can be allocated. Figure 4-4 through Figure 4-6 indicate both where seismic deformation is expected and where the flood elevation is predicted to rise over the natural riverbanks. Emergency and permanent repairs will be executed generally in the following order: 1. Repair or remove blockages to the river channel that create constrictions and can locally change flood elevations. (This could create uncertainty and levee overtopping in unforeseen locations.) 2. Repair areas designated as a “High” flood risk based on the natural riverbank elevation. (These are areas that will flood first as the river rises.) 17 3. Repair leaning or highly damaged floodwalls. (If floodwalls fail catastrophically they can produce a dangerous surge of floodwater.) 4. Repair embankment levees that have lost a significant portion of their crest or overall width due to surface sloughing. (Narrow embankment levees have a reduced resistance against seepage and internal erosion. Internal erosion failures can lead to catastrophic failures and produce a dangerous surge of floodwater.) 5. Repair embankment levees that have settled in a way that significantly reduces freeboard. (Embankment levees that are overtopped by flood water can erode the embankment and produce a dangerous surge of floodwater.) The following points will be considered with prioritizing levee repairs with other infrastructure repairs: · Periodic dredging of the river reduces flood elevations. If an earthquake occurs shortly (within about 5 years) after the last river dredge even a 100- year return period event is unlikely overtop the riverbanks. · Flood season typically starts in November. The risk of flooding is significantly lower in summer months. · The levee on the left bank protects the Renton Airport. If damage to the levee is due to a very large earthquake (e.g., Cascadia Subduction Zone event), it would also do damage to the Puget Sound region. Prioritization of a levee repair should consider maintaining the use of the airfield for bringing in or staging emergency relief supplies over an extended period. 18 Figure 4-4. Areas of displacement and overtopping risk due to seismic events from LT Stations 0+00 to 27+00 19 Figure 4-5. Areas of displacement and overtopping risk due to seismic events from LT Stations 20+00 to 50+00 20 Figure 4-6. Areas of displacement and overtopping risk due to seismic events from LT Stations 42+00 to 65+00 21 5 Project Maintenance 5.1 Project Plans Location, sections, and details of the project are shown on the drawings at the end of this manual. 5.2 General Notes on Maintenance 5.2.1 Inspections Thorough inspection of project facilities before each flood season and after each flood is vital. Use of the Superintendent's checklist will ensure that no project feature is overlooked during inspection. 5.2.2 Utilities The location of water, sewer, electrical, and gas lines within the project limits shall be determined before any maintenance measures are taken or repairs are made. 5.2.3 Improvements Improvements shall be inspected to see that all construction is in accordance with standard engineering practice. Fences constructed across the levee must have a 16-foot wide vehicle gate to allow authorized vehicles to travel along the top of the levee as necessary. The City of Renton shall have their own locks on all gates and cables located on the levee ramps or the levee itself. All locks shall be keyed alike. A master key shall be made available to the Superintendent, another master key shall be deposited where it is available at any time to emergency or maintenance personnel, and a master key shall be provided to Seattle District, Corps of Engineers, Emergency Management Branch. Any improvements that might be expected to alter the 100-year water surface elevations shall be brought to the attention of Seattle District, Corps of Engineers for evaluation. 5.2.4 Maintenance agreement with Boeing While the City of Renton is responsible for the maintenance of all project features, including the South Boeing Bridge, the Corps accepts the partnership between the City and the Boeing Company delegating maintenance of the bridge to the Boeing Company. For as long as Boeing maintains the bridge in accordance with the O&M manual for the bridge, the intent of this O&M program is met. The City is responsible to verify that Boeing’s maintenance program for the bridge is adequate, and to assume maintenance responsibilities if it is not. 22 5.3 Specific Maintenance Procedures 5.3.1 Embankment Levee (Reference paragraph 208.10(b)(1) and (2) of the regulations. See appendix B.) The Superintendent shall provide at all times such maintenance as may be required to ensure serviceability of the structure in time of flood. Measures shall be taken to ensure, among other things, that: · A good growth of sod, substantially free of noxious weeds and invasive non- native plant species, is maintained where turf is indicated on the drawings; · All brush, trees and other growth which violate the criteria set forth in this Section are removed from the levee embankment (vegetation specifically planted or preserved by this project shall remain); · All animal burrows, when found, are backfilled with compacted material; · The levee is maintained free of debris and drift, and other encroachments such as buildings, structures, and refuse dumps; and Periodic inspections of the levee prism shall be made under the supervisions of the Superintendent to ensure that the above maintenance measures are being effectively carried out and further to be certain that: · No unusual settlement, sloughing, or material loss of grade or levee cross section has taken place; · No revetment work or riprap has been displaced, washed out, or removed; · No action is taken which will retard or destroy the growth of sod, such as burning grass and weeds during inappropriate seasons and/or applying herbicides; and · No encroachments are being made on the levee rights-of-way which might endanger the structure or hinder its proper and efficient functioning during times of emergency. Immediate steps shall be taken to correct dangerous conditions disclosed by such inspections. Regular maintenance repair measures shall be accomplished during the appropriate season as scheduled by the Superintendent. Vegetation on the levees shall be maintained as follows: · Grass or sod, where turf is indicated on the drawings, shall be maintained in good condition free of noxious weeds and invasive non-native species. Turf shall be mowed to maintain a length between 2 and 12 inches. · All existing trees or shrubs specifically preserved or planted within the rights- of-way for this project shall be inspected to ensure that fallen limbs or trunks are removed, that the top of the levee is unimpeded to vehicle passage, and that erosion of the riverward embankment in the root zones has not occurred. 23 Dead vegetation shall be removed and replaced with suitable species when and where feasible. · Vegetation on the riverward side of the levee system not specifically preserved for this project shall be managed by mowing or by selective cutting or pruning to maintain a maximum height of growth of less than 25 feet and a maximum individual stem diameter at 4 feet above the ground of approximately 4 inches. · Woody vegetation is allowed on the levee slopes where the levee is overbuilt (i.e. the levee side slope is shallower than 1 on 2). When tree trunks become larger than 10 inches in diameter at breast height, then the trees would be considered for removal. Dead or uprooted trees must be removed if the trees could impact levee integrity. Shrubs and blackberries shall not be allowed to grow so thick in the levee slopes that they would obscure visual inspection of the levee. Please refer to EM 1110-2-301, Landscape planting on flood control structures", for guidance. 5.3.2 South Boeing Bridge Specific maintenance procedures for the South Boeing Bridge are beyond the scope of this manual. Renton is responsible for operation and maintenance as advised in the O&M manual that was prepared for the bridge. As the bridge is property of Boeing, and Boeing has agreed to operate and maintain the bridge, the Superintendent should satisfy himself that the Boeing Company is performing the maintenance and that the bridge is operational. 5.3.3 River Channel The Superintendent shall obtain surveys of the river channel as indicated in Section 4, and shall have the river bottom excavated as needed to remove the gravel that will fill the channel. Each year, the Superintendent shall have a HEC- RAS model of the river's current conditions created to verify the level of protection. If the 100-year flow is not contained, proceed with excavation. If the 100-year flow is contained, then estimate the condition for the following year, and proceed with dredging if it is anticipated that the 100-year flow would not be contained in the following year. The Superintendent shall obtain surveys of the river channel as indicated in Section 3.8. These surveys shall be compared with the “Maximum Bed Profile” shown in Figure 5-1 and Figure 5-2 This bed profile has been determined to produce river stages within the project boundaries such that the levee on both banks provides 100-year flood event protection with a greater than 95% reliability. As the bed approaches the specified Maximum Bed Profile elevation, anywhere within the project, provisions should be made for channel excavation to maintain the design level of protection. A HEC-RAS model shall be used to verify that any changes to the river channel and associated overbank areas do not have an adverse effect on the resulting water surface elevation and the ability of the project to contain the 100-year flood event. 24 5.3.4 Closure gates at the South Boeing Bridge The superintendent shall inspect the closure gates annually to verify that all parts are still present and in working order. All tools, equipment, and parts required to operate the gates shall be stored together, and shall be inventoried during each inspection. The Boeing Company has accepted responsibility for the South Boeing Bridge. 5.3.5 Closures at the sidewalk near Logan Avenue and the Renton Senior Activity Center The superintendent shall inspect the sandbag storage and supply annually to verify that a sufficient supply of sandbagging material is available and in good condition. One closure will be operated each year for testing and training purposes. The annual operation will rotate to a different closure each year. 25 Figure 5-1. Maximum Bed Profile, Top of levee, and 100-yr water surface profile along the right bank 26 Figure 5-2. Maximum Bed Profile, Top of levee, and 100-yr water surface profile along the left bank 27 28 6 Repair, Replacement, and Rehabilitation 6.1 Levee. Immediate steps will be taken to correct dangerous conditions disclosed by inspections. Regular maintenance repair measures shall be accomplished during the appropriate season as scheduled by the Superintendent. 6.2 Drainage Structures. Immediate steps will be taken to repair damage, replace missing or broken parts, or remedy adverse conditions disclosed by inspections. 6.3 TideFlex Check Valves. The internal check valve should be checked for debris buildup in the outlet. Any debris should be removed without damaging the valve. 29 7 Outline of Annual Report 7.1 General a. Date inspection made. b. Name and official capacities of persons making the inspection. 7.2 Earthfill Levee a. General condition of levee and stream bank riverward of setback levee. b. Erosion or piping. c. Repairs made or other actions taken resulting from inspection of the foregoing items. 7.3 River Channel a. Date of survey, and summary of HEC-RAS modeling results. a. Date of survey, survey results (channel geometry, and summary of any hydraulic modeling results. 7.4 South Boeing Bridge a. Condition of bridge, including truck and equipment on truck. b. Repairs made or other actions taken resulting from inspection of the foregoing items. 7.5 Closures a. Condition of closure gates, rails, braces, and sandbagging facilities. b. Repairs made or other actions taken resulting from inspection of the foregoing items. 7.6 Culvert Storm System Backflow Control Valves a. Condition of culvert and Valve attachment. b. Repairs made or other actions taken resulting from inspection of the foregoing items. 7.7 Landscaping a. Condition of plants and project area. b. Repairs made or other actions taken resulting from inspection of the foregoing items. 7.8 Conditions During Flood Period In the first annual report following a flood period, the Superintendent shall give a complete chronological log of operations accomplished before, during, and after the flood period, relating particularly to the following items: 30 a. Inspections made immediately prior to the flood, during the flood, and after the flood. b. The continual patrolling of the project during flood periods and a record of events occurring during the flood. c. Record of water levels during the flood. d. Adequacy of personnel and equipment employed during the flood, and detailed information on any deficiencies. 31 Appendix A: Project Cooperation Agreement MODEL PROJECT COOPERATION AGREEMENT FOR SECTION 205 STRUCTURAL FLOOD CONTROL PROJECTS PROJECT COOPERATION AGREEMENT BETWEEN THE DEPARTMENT OF THE ARMY AND THE CITY OF RENTON, WASHINGTON FOR CONSTRUCTION OF THE CEDAR RIVER FLOOD DAMAGE REDUCTION PROJECT T" THIS AGREEMENT is entered into this t?-day of t'\ o. '7" 1998, by and between the DEPARTMENT OF THE ARMY (hereinafter the I "Government"), represented by the U.S. Army Engineer for the Seattle District (hereinafter the "District Engineer") and the City of Renton, Washington, (hereinafter the "Non-Federal Sponsor) represented by the Mayor. WITNESSETH, THAT: WHEREAS, the Cedar River Flood Damage Reduction Project at Renton, Washington, (hereinafter the "Project") was approved for construction by CENWD-ET- p approval of "!> /" /1 g pursuant to the authority contained in Section 205 of the Flood Control Act of 1948, as amended, 33 U.S.C. 701s; WHEREAS, the Government and the Non-Federal Sponsor desire to enter into a Project Cooperation Agreement for construction of the Project, as defmed in Article l.A. of this Agreement; WHEREAS, Section 103 (a) of the Water Resources Development Act of 1986, Public Law 99-662, as amended, specifies the cost-sharing requirements applicable to the Project; WHEREAS, under Section 205 of the Flood Control Act of 1948, as amended, the Government may expend up to $5,000,000 on a single flood control project;· WHEREAS, Section 221 of the Flood Control Act o(1970, Public Law 91-611, as amended, and Section 103 of the Water Resources Development Act of 1986, Public Law 99-662, as amended, provide that the Secretary of the Army shall not commence construction of any water resources project, or separable element thereof, until each non-Federal sponsor has entered into a written agreement to furnish its required cooperation for the project or separable element; WHEREAS, the Non-Federal Sponsor does not qualify for a reduction of the maxinium Non-Federal cost share pursuant to the guidelines that implement Section 103(m) of the Water Resources Development Act of 1986, Public Law 99-662, as amended; WHEREAS, the Government and Non-Federal Sponsor have the full authority and capability to perform as hereinafter set forth and intend to cooperate in cost- sharing and financing of the construction of the Project in accordance with the terms of this Agreement. NOW, THEREFORE, the Government and the Non-Federal Sponsor agree as follows: ARTICLE I --DEFINITIONS AND GENERAL PROVISIONS For purposes of this Agreement: A. The term "Project" shall mean construction of one and one-quarter miles of levees and floodwalls along each bank of the Cedar River, Federal dredging of one and one-quarter miles Off the river during initial construction to a depth of approximately four (4) feet, and construction of a spawing channel as generally described in the Cedar River, Renton, Washington, Flood Damage Reduction Study Detailed Project Report of January 14, 1998, approved by the Assistant Secretary of the Army (Civil Works) / Chief of Engineers on February 5, 1998. B. The term "total project costs" shall mean all costs incurred by the Non- Federal Sponsor and the Government in accordance with the terms of this Agreement directly related to construction of the Project. Subject to the provisions of this Agreement, the term shall include, but is not necessarily limited to: engineering and design costs during the preparation of contract plans and specifications; engineering and design costs during construction; the costs of investigations to identify the existence and extent of hazardous substances in accordance with Article XV.A. of this Agreement; costs of historic preservation activities in accordance with Article XVIII.A. of this Agreement; actual construction costs, including the costs of alteration, lowering, raising, or replacement and attendant removal of existing railroad bridges and approaches thereto; supervision and administration costs; costs of participation in the Project Coordination Team in accordance with Article V of this Agreement; costs of contract dispute settlements or awards; the value of lands, easements, rights-of- way, relocations, and suitable borrow and dredged or excavated material disposal areas for which the Government affords credit in accordance with Article IV of this Agreement; and costs of audit in accordance with Article X of this Agreement. The term does not include any costs for operation, maintenance, repair, replacement, or CED20S.PCA 3.'12/98 7 J4 A~l 2 rehabilitation; any costs due to betterments; ·or any costs of dispute resolution under Article VII of this Agreement. C. The term "fmancial obligation for construction" shall mean a financial obligation of the Government, other than an obligation pertaining to the provision of lands, easements, rights-of-way, relocations, and borrow and dredged or excavated material disposal areas, that results or would result in a cost that is or would be included in total project costs. D. The term "Non-Federal proportionate share" shall mean the ratio of the Non- Federal Sponsor's total cash contribution required in accordance with Articles II.D.l. and II.D.3. of this Agreement to total financial obligations for construction, as projected by the Government. E. The term "period of construction" shall mean the time from the date the Government first notifies the Non-Federal Sponsor in writing, in accordance with Article VI.B. of this Agreement, of the scheduled date for issuance of the solicitation for the first construction contract to the date that the District Engineer notifies the Non-Federal Sponsor in writing of the Government's determination that construction of the Project is complete. F. The term "highway" shall mean any public highway, roadway, street, or way, including any bridge thereof. G. The term "relocation" shall mean providing a functionally equivalent facility to the owner of an existing utility, cemetery, highway or other public facility, or railroad (excluding existing railroad bridges and approaches thereto) when such action is authorized as between the Non-Federal Sponsor and the Facility owner in accordance with applicable legal principles of just compensation. Providing a functionally equivalent facility may take the form of alteration, lowering, raising, or replacement and attendant removal of the affected facility or part thereof. H. The term "fiscal year" shall mean one fiscal year of the Government. The Government fiscal year begins on October 1 and ends on September 30. I. The term "functional portion of the Project" shall mean a portion of the Project that is suitable for tender to the Non-Federal Sponsor to operate and maintain in advance of completion of the entire Project. For a portion of the Project to be suitable for tender, the District Engineer must notify the Non-Federal Sponsor in writing of the Government's determination that the portion of the Project is complete and can function independently and for a useful purpose, although the balance of the Project is not complete. J. The term "betterment" shall mean a change in the design and construction of an element of the Project resulting from the application of standards that the Government determines exceed those that the Government would otherwise apply for accomplishing the design and construction of that element. CED205.PCA 3/12/98 7.34 AM 3 ARTICLE II --OBLIGATIONS OF THE GOVERNMENT AND THE NON-FEDERAL SPONSOR A. The Government, subject to the availability of funds and using those funds and funds provided by the Non-Federal Sponsor, shall expeditiously construct the Project (including alteration, lowering, raising, or replacement and attendant removal of existing railroad bridges and approaches thereto), fi.pplying those procedures usually applied to Federal project~, pursuant to Federal laws, regulations, and policies. 1. The Government shall afford the Non-Federal Sponsor the opportunity to review and comment on the solicitations for all contracts, including relevant plans and specifications, prior to the Government's issuance of such solicitations. The Government shall not issue the solicitation for the first construction contract until the Non-Federal Sponsor has confirmed in writing its willingness to proceed with the Project. To the extent possible, the Government shall afford the Non-Federal Sponsor the opportunity to review and comment on all contract modifications, including change orders, prior to the issuance to the contractor of a Notice to Proceed. In any instance where providing the Non-Federal Sponsor with notification of a contract modification or change order is not possible prior to issuance of the Notice to Proceed, the Government shall provide such notification in writing at the earliest date possible. To the extent possible, the Government also shall afford the Non-Federal Sponsor the opportunity to review and comment on all contract claims prior to resolution thereof. The Government shall consider in good faith the comments of the Non-Federal Sponsor, but the contents of solicitations, award of contracts, execution of contract modifications, issuance of change orders, resolution of contract claims, and performance of all work on the Project (whether the work is performed under contract or by Government personnel), shall be exclusively within the control of the Government. 2. Throughout the period of construction, the District Engineer shall furnish the Non-Federal Sponsor with a copy of the Government's Written Notice of Acceptance of Completed Work for each contract for the Project. B. The Non-Federal Sponsor may request the Government to accomplish betterments. Such requests shall be in writing and shall describe the betterments requested to be accomplished. If the Government in its sole discretion elects to accomplish the requested betterments or any portion thereof, it shall so notify the Non-Federal Sponsor in a writing that sets forth any applicable terms and conditions, which must be consistent with this Agreement. In the event of conflict between such a writing and this Agreement, this Agreement shall control. The Non-Federal Sponsor shall be solely responsible for all costs due to the requested betterments and shall pay all such costs in accordance with Article VI. C. of this Agreement. C. When the District Engineer determines that the entire Project is complete or that a portion of the Project has become a functional portion of the Project, the · District Engineer shall so notify the Non-Federal Sponsor in writing and furnish the Non-Federal Sponsor with an Operation, Maintenance, Repair, Replacement, and Rehabilitation Manual (hereinafter the "OMRR&R Manual") and with copies of all of CED20S.PCA 3!12/98 7 34 AM 4 the Govemment's Written Notices of Acceptance of Completed Work for all contracts for the Project or the functional portion of the Project that have not been provided previously. Upon such notification, the Non-Federal Sponsor shall operate, maintain, repair, replace, and rehabilitate the entire Project or the functional portion of the Project in accordance with Article VIII of this Agreement. n.· The Non-Federal Sponsor shall contribute a minimum of 35 percent, but not to exceed 50 percent, of total project costs in accordance with the provisions of this paragraph. 1. The Non-Federal Sponsor shall provide a cash contribution equal to 5 percent of total project costs in accordance with Article VI.B. of this Agreement. 2. In accordance with Article III of this Agreement, the Non-Federal Sponsor shall provide all lands, easements, rights-of-way, and suitable borrow and dredged or excavated material disposal areas that the Govemment determines the Non-Federal Sponsor must provide for the construction, operation, and maintenance of the Project, and shall perform or ensure performance of all relocations that the Govemment determines to be necessary for the construction, operation, and maintenance of the Project. 3. If the Govemment projects that the value of the Non-Federal Sponsor's contributions under paragraphs D.l. and D.2. of this Article and Articles V, X, and XV.A. of this Agreement will be less than 35 percent of total project costs, the Non- Federal Sponsor shall provide an additional cash contribution, in accordance with Article VI.B. of this Agreement, in the amount necessary to make the Non-Federal Sponsor's total contribution equal to 35 percent of total project costs. 4. If the Government determines that the value of the Non-Federal Sponsor's contributions provided under paragraphs D.2. and D.3. of this Article and Articles V, X, and XV.A. of this Agreement has exceeded 45 percent of total project costs, the Govemment, subject to the avajlability of funds, shall reimburse the Non- Federal Sponsor for any such value in excess of 45 percent of total project costs. After such a determination, the Government, in its sole discretion, may provide any remaining Project lands, easements, rights-of-way, and suitable borrow and dredged or excavated material disposal areas and perform any remaining Project relocations on behalf of the Non-Federal Sponsor. E. The Non-Federal Sponsor may request the Government to provide lands, easements, rights-of-way, and suitable borrow and dredged or excavated material disposal areas or perform relocations on behalf of the Non-Federal Sponsor. Such requests shall be in writing and shall describe the services requested to be performed. If in its sole discretion the Government elects to perform the requested services or any portion thereof, it shall so notify the Non-Federal Sponsor in a writing that sets forth any applicable terms and conditions, which must be consistent with this Agreement. In the event of conflict between such a writing and this Agreement, this Agreement shall control. The Non-Federal Sponsor shall be solely responsible for all costs of the requested services and shall pay all such costs in accordance with Article VI. C. of this Agreement. Notwithstanding the provision of lands, easements, rights-of-way, and CED205.PCA 3fl2/98 7:34AM 5 suitable borrow and dredged or excavated material disposal areas or performance of relocations by the Govemment, the Non-Federal Sponsor shall be responsible, as between the Govemment and the Non-Federal Sponsor, for the costs of cleanup and response in accordance with Article XV.C. of this Agreement. F. The Govemment shall perform a final accounting in accordance with Article VI.D. of this Agreement to determine the contributions provided by the Non-Federal Sponsor in accordance with paragraphs B., D., and E. of this Article and Articles V, X, and XV.A. of this Agreement and to determine whether the Non-Federal Sponsor has met its obligations under paragraphs B., D., and E. of this Article. G. The Non-Federal Sponsor shall not use Federal funds to meet the Non- Federal Sponsor's share of total project costs under this Agreement unless the Federal granting agency verifies in writing that the expenditure of such funds is expressly authorized by statute. H. In the exercise of their respective rights and obligations under this Agreement, the Non-Federal Sponsor and the Govemment agree to comply with all applicable Federal and State laws and regulations, including, but not limited to, Section 601 of the Civil Rights Act of 1964, Public Law 88-352 (42 U.S. C. 2000d), and Department of Defense Directive 5500.11 issued pursuant thereto, as well as Army Regulations 600-7, entitled "Nondiscrimination on the Basis of Handicap in Programs and Activities Assisted or Conducted by the Department of the Army, and Section 402 of the Water Resources Development Act of 1986, as amended (33 U. S. C. 701b-12), requiring non-Federal preparation and implementation offload plain management plans. I. Not less than once each year the Non-Federal Sponsor shall inform affected interests of the extent of protection afforded by the Project. J. The Non-Federal Sponsor shall publicize flood plain information in the area concemed and shall provide this information to zoning and other regulatory agencies for their use in preventing unwise future development in the flood plain and in adopting such regulations as may be necessary to prevent unwise future development and to ensure compatibility with protection levels provided by the Project. K. The Non-Federal Sponsor shall ensure that the modification to the south Boeing Bridge described in paragraph 4.06 of the DPR is provided, operated, maintained, repaired, replaced, and rehabilitated at no Federal expense, in a manner compatible with the project's authorized purposes and in accordance with applicable Federal and State laws and regulations and any specific directions prescribed by the Federal Government. ARTICLE III --LANDS, RELOCATIONS, DISPOSAL AREAS, AND PUBLIC LAW 91-646 COMPLIANCE A. The Government, after consultation with the Non-Federal Sponsor, shall determine the lands, easements, and rights-of-way required for the construction, operation, and maintenance of the Project, including those required for relocations, CED205.PCA J / 12/98 7 34 A~l 6 borrow materials, and dredged or excavated material disposal. The Government in a timely manner shall provide the Non-Federal Sponsor with general written descriptions, including maps as appropriate, of the lands, easements, and rights-of- way that the Government determines the Non-Federal Sponsor must provide, in detail sufficient to enable the Non-Federal Sponsor to fulfill its obligations under this paragraph, and shall provide the Non-Federal Sponsor with a written notice to proceed with acquisition of such lands, easements, and rights-of-way. Prior to the end of the period of construction, the Non-Federal Sponsor shall acquire all lands, easements, and rights-of-way set forth in such descriptions. Furthermore, prior to issuance of the solicitation for each Government construction contract, the Non- Federal Sponsor shall provide the Government with authorization for entry to all lands, easements, and rights-of-way the Government determines the Non-Federal Sponsor must provide for that contract. For so long as the Project remains authorized, the Non-Federal Sponsor shall ensure that lands, easements, and rights- of-way that the Government determines to be required for the operation and maintenance of the Project and that were provided by the Non-Federal Sponsor are retained in public ownership for uses compatible with the authorized purposes of the Project. B. The Government, after consultation with the Non-Federal Sponsor, shall determine the improvements required on lands, easements, and rights-of-way to enable the proper disposal of dredged or excavated material associated with the construction, operation, and maintenance of the Project. Such improvements may include, but are not necessarily limited to, retaining dikes, wasteweirs, bulkheads, embanlanents, monitoring features, stilling basins, and de-watering pumps and pipes. The Government in a timely manner shall provide the Non-Federal Sponsor with general written descriptions of such improvements in detail sufficient to enable the Non-Federal Sponsor to fulfill its obligations under this paragraph, and shall provide the Non-Federal Sponsor with a written notice to proceed with construction of such improvements. Prior to the end of the period of construction, the Non-Federal Sponsor shall provide all improvements set forth in such descriptions. Furthermore, prior to issuance of the solicitation for each Government construction contract, the Non-Federal Sponsor shall prepare plans and specifications for all improvements the Government determines to be required for the proper disposal of dredged or excavated material under that contract, submit such plans and specifications to the Government for approval, and provide such improvements in accordance with the approved plans and specifications. C. The Government, after consultation with the Non-Federal Sponsor, shall determine the relocations necessary for the construction, operation, and maintenance of the Project, including those necessary to enable the removal of borrow materials and the proper disposal of dredged or excavated material. The Government in a timely manner shall provide the Non-Federal Sponsor with general written descriptions, including maps as appropriate, of such relocations in detail sufficient to enable the Non-Federal Sponsor to fulfill its obligations under this paragraph, and shall provide the Non-Federal Sponsor with a written notice to proceed with such relocations. Prior to the end of the period of construction, the Non-Federal Sponsor shall perform or ensure the performance of all relocations as set forth in such descriptions. CED205.PCA 3/12/98 7:34 A:-.t 7 Furthermore, prior to issuance of the solicitation for each Government construction contract, the Non-Federal Sponsor shall prepare or ensure the preparation of plans and specifications for, and perform or ensure the performance of, all relocations the Government determines to be necessary for that contract. D. The Non-Federal Sponsor in a timely manner shall provide the Government with such documents as are sufficient to enable the Government to determine the value of any contribution provided pursuant to paragraph A., B., or C. of this Article. Upon receipt of such documents the Government, in accordance with Article IV of this Agreement and in a timely manner, shall determine the value of such contribution, include such value in totalproject costs, and afford credit for such value toward the Non-Federal ~ponsor's share of total project costs. E. The Non-Federal Sponsor shall comply with the applicable provisions of the Uniform Relocation Assistance and Real Property Acquisition Policies Act of 1970, Public Law 91-646, as amended by Title IV of the Surface Transportation and Uniform Relocation Assistance Act of 1987 (Public Law 100-17), and the Uniform Regulations contained in 49 C.F.R. Part 24, in acquiring lands, easements, and rights-of-way required for the construction, operation, and maintenance of the Project, including those necessary for relocations, borrow materials, and dredged or excavated material disposal, and shall inform all affected persons of applicable benefits, policies, and procedures in connection with said Act. ARTICLE IV--CREDIT FOR VALUE OF LANDS, RELOCATIONS, AND DISPOSAL AREAS A. The Non-Federal Sponsor shall receive credit toward its share of total project costs for the value of the lands, easements, rights-of-way, and suitable borrow and dredged or excavated material disposal areas that the Non-Federal Sponsor must provide pursuant to Article III of this Agreement, and for the value of the relocations that the Non-Federal Sponsor must perform or for which it must ensure performance pursuant to Article III of this Agreement., However, the Non-Federal Sponsor shall not receive credit for the value of any lands, easements, rights-of-way, relocations, or borrow and dredged or excavated material disposal areas that have been provided previously as an item of cooperation for another Federal project. The Non-Federal Sponsor also shall not receive credit for the value of lands, easements, rights-pf-way, relocations, or borrow and dredged or excavated material disposal areas to the extent that such items are provided using Federal funds unless the Federal granting agency verifies in writing that such credit is expressly authorized by statute. B. For the sole purpose of affording credit in accordance with this Agreement, the value of lands, easements, and rights-of-way, including those necessary for relocations, borrow materials, and dredged or excavated material disposal, shall be CED20S,PCA 3/12/98 7 34 AM 8 the fair market value of the real property interests, plus certain incidental costs of acquiring those interests, as determined in accordance with the provisions of this paragraph. 1. Date of Valuation. The fair market value of lands, easements, or rights- of-way owned by the Non-Federal Sponsor on the effective date of this Agreement shall be the fair market value of such real-property interests as of the date the Non- Federal Sponsor provides the Government with authorization for entry thereto. The fair market value of lands, easements, or rights-of-way acquired by the Non-Federal Sponsor after the effective date of this Agreement shall be the fair market value of such real property interests at the time the interests are acquired. 2. General Valuation Procedure. Except as provided in paragraph B.3. of this Article, the fair market value of lands, easements, or rights-of-way shall be determined in accordance with paragraph B.2.a. of this Article, unless thereafter a different amount is determined to represent fair market value in accordance with paragraph B.2.b. of this Article. a. The Non-Federal Sponsor shall obtain, for each real property interest, an appraisal that is prepared by a qualified appraiser who is acceptable to the Non- Federal Sponsor and the Government. The appraisal must be prepared in accordance with the applicable rules of just compensation, as specified by the Government. ·The fair market value shall be the amount set forth in the Non-Federal Sponsor's appraisal, if such appraisal is approved by the Government. In the event the Government does not approve the Non-Federal Sponsor's appraisal, the Non-Federal Sponsor may obtain a second appraisal, and the fair market value shall be the amount set forth in the Non-Federal Sponsor's second appraisal, if such appraisal is approved by the Government. In the event the Government does not approve the Non-Federal Sponsor's second appraisal, or the Non-Federal Sponsor chooses not to obtain a second appraisal, the Government shall obtain an appraisal, and the fair market value shall be the amount set forth in the Government's appraisal, if such appraisal is approved by the Non-Federal.Sponsor .. In the event the Non-Federal Sponsor does not approve the Government's appraisal, the Government, after consultation with the Non-Federal Sponsor, shall consider the Government's and the Non-Federal Sponsor's appraisals and determine an amount based thereon, which shall be deemed to be the fair market value. b. Where the amount paid or proposed to be paid by the Non-Federal Sponsor for the real property interest exceeds the amount determined pursuant to paragraph B.2.a. of this Article, the Government, at the request of the Non-Federal Sponsor, shall consider all factors relevant to determining fair market value and, in its sole discretion, after consultation with the Non-Federal Sponsor, may approve in writing an amount greater than the amount determined pursuant to paragraph B.2.a. of this Article, but not to exceed the amount actually paid or proposed to be paid. If the Government approves such an amount, the fair market value shall be the lesser of the approved amount or the amount paid by the Non-Federal Sponsor, but no less than the amount determined pursuant to paragraph B.2.a. of this Article. CED205.PCA 3/12/98 7:34AM 9 3. Eminent Domain Valuation Procedure. For. lands, easements, or rights- of-way acquired by eminent domain proceedings instituted after the effective date of this Agreement, the Non-Federal Sponsor shall, prior to instituting such proceedings, submit to the Govemment notification in writing of its intent to institute such proceedings and an appraisal of the specific real property interests to be acquired in such proceedings. The Govemment shall have 60 days after receipt of such a notice and appraisal within which to review the appraisal, if not previously approved by the Govemment in writing. a. If the Govemment previously has approved the appraisal in writing, or if the Govemment provides written approval of, or takes no action on, the appraisal within such 60-day period, the Non-Federal Sponsor shall use the amount set forth in such appraisal as the estimate of just compensation for the purpose of instituting the eminent domain proceeding. b. If the Govemment provides written disapproval of the appraisal, including the reasons for disapproval, within such 60-day period, the Govemment and the Non-Federal Sponsor shall consult in good faith to promptly resolve the issues or areas of disagreement that are identified in the Govemment's written disapproval. If, after such good faith consultation, the Govemment and the Non- Federal Sponsor agree as to an appropriate amount, then the Non-Federal Sponsor shall use that amount as the estimate of just compensation for the purpose of instituting the eminent domain proceeding. If, after such good faith consultation, the Govemment and the Non-Federal Sponsor cannot agree as to an appropriate amount, then the Non-Federal Sponsor may use the amount set forth in its appraisal as the estimate of just compensation for the purpose of instituting the eminent domain proceeding. · c. For lands, easements, or rights-of-way acquired by eminent domain proceedings instituted in accordance with sub-paragraph B.3. of this Article, fair market value shall be either the amount of the court award for the real property interests taken, to the extent the Govemment determined such interests are required for the construction, operation, and maintenance of the Project, or the a..nlount of any stipulated settlement or portion thereof that the Govemrnent approves in writing. 4. Incidental Costs. For lands, easements, or rights-of-way acquired by the Non-Federal Sponsor within a five-year period preceding the effective date of this Agreement, or at any time after the effective date of this Agreement, the value of the interest shall include the documented incidental costs of acquiring the interest, as determined by the Govemment, subject to an audit in accordance with Article X.C. of this Agreement to determine reasonableness, allocability, and allowability of costs. Such incidental costs shall include, but not necessarily be limited to, closing and title costs, appraisal costs, survey costs, attomey's fees, plat maps, and mapping costs, as well as the actual amounts expended· for payment of any Public Law 91-646 relocation assistance benefits provided in accordance with Article III.E. of this Agreement. C. After consultation with the Non-Federal Sponsor, the Govemment shall determine the value of relocations in accordance with the provisions of this paragraph. CED205.PCA 3/12/98 7 J4 AM 10 1. For a relocation other than a highway, the value shall be only that portion of relocation costs that the Government determines is necessary to provide a functionally equivalent facility, reduced by depreciation, as applicable, and by the salvage value of any removed items. 2. For a relocation of a highway, the value shall be only that portion of relocation costs that would be necessary to accomplish the relocation in accordance with the design standard that the State of Washington would apply under similar conditions of geography and traffic load, reduced by .the salvage value of any removed items. 3. Relocation costs shall include, but not necessarily be limited to, actual costs of performing the relocation; planning, engineering and design costs; supervision and administration costs; and documented incidental costs associated with performance of the relocation, but shall not include any costs due to betterments, as determined by the Government, nor any additional cost of using new material when suitable used material is available. Relocation costs shall be subject to an audit in accordance with Article X. C. of this Agreement to determine reasonableness, allocability, and allowability of costs. D. The value of the improvements made to lands, easements, and rights-of-way for the proper disposal of dredged or excavated material shall be the costs of the improve!Tlents, as determined by the Government, subject to an audit in accordance with Article X. C. of this Agreement to determine reasonableness, allocability, and allowability of costs. Such costs shall include, but not necessarily be limited to, actual costs of providing the improvements; planning, engineering and design costs; supervision and administration costs; and documented incidental costs associated with providing the improvements, but shall not include any costs due to betterments, as determined by the Government. ARTICLE V --PROJECT COORDINATION TEAM .. A. To provide for consistent and effective communication, the Non-Federal Sponsor and the Government, not later than 30 days after the effective date of this Agreement, shall appoint named senior representatives to a Project Coordination Team. Thereafter, the Project Coordination Team shall meet regularly until the end of the period of construction. The Government's Project Manager and a counterpart named by the Non-Federal Sponsor shall co-chair the Project Coordination Team. B. The Government's Project Manager and the Non-Federal Sponsor's counterpart shall keep the Project Coordination Team informed of the progress of construction and of significant pending issues and actions, and shall seek the views of the Project Coordination Team on matters that the Project Coordination Team generally oversees. C. Until the end of the period of construction, the Project Coordination Team shall generally oversee the Project, including issues related to design; plans and specifications; scheduling; real property and relocation requirements; real property acquisition; contract awards and modifications; contract costs; the Government's cost CED205.PCA 3/12/98 7:34 A.'J 11 projections; final inspection of the entire Project or functional portions of the Project; preparation of the proposed OMRR&R Manual; anticipated requirements and needed capabilities for performance of operation, maintenance, repair, replacement, and rehabilitation of the Project; and other related matters. D. The Project Coordination Team may make recommendations that it deems warranted to the District Engineer on matters that the Project Coordination Team generally oversees, including suggestions to avoid potential sources of dispute. The Government in good faith shall consider the recommendations of the Project Coordination Team. The Government, having the legal authority and responsibility for construction of the Project, has the discretion to accept, reject, or modify the Project Coordination Team's recommendations. E. The costs of participation in the Project Coordination Team shall be included in total project costs and cost shared in accordance with the provisions of this Agreement. ARTICLE VI --METHOD OF PAYMENT A. The Government shall maintain current records of contributions provided by the parties and current projections of total project costs and costs due to betterments. At least quarterly, the Government shall provide the Non-Federal Sponsor with a report setting forth all contributions provided to date and the current projections of total project costs, of total costs due to betterments, of the components of total project costs, of each party's share of total project costs, of the Non-Federal Sponsor's total cash contributions required in accordance with Articles II.B., II.D., and II.E. of this Agreement, and of the non-Federal proportionate share. On the effective date of this Agreement, total project costs are projected to be $6,648,000, and the Non-Federal Sponsor's cash contribution required under Article II.D. of this Agreement is projected to be $2,327,000. Such amounts are estimates subject to adjustment by the Government and are not to be construed as the total fmancial responsibilities of the Government and the Non-Federal Sponsor. B. The Non-Federal Sponsor shall provide the cash contribution required under Articles II.D.l. and II.D.3. of this Agreement in accordance with the following provisions: Not less than 30 calendar days prior to the scheduled date for issuance of the solicitation for the flrst construction contract, the Government shall notify the Non-Federal Sponsor in writing of such scheduled date and the funds the Government determines to be required from the Non-Federal Sponsor to meet its projected cash contribution under Articles II.D.l. and II.D.3. of this Agreement. Not later than such scheduled date, the Non-Federal Sponsor shall provide the Government with the full amount of the required funds by delivering a check payable to "FAO, USAED, Portland (Seattle)" to the District Engineer. The Government shall draw from the funds provided .by the Non-Federal Sponsor such sums as the Government deems necessary to cover: (a) the non-Federal proportionate share of financial obligations for construction incurred prior to the commencement of the period of construction; and (b) the non-Federal proportionate share of financial obligations for construction as they are incurred during the period of construction. In the event the Government determines that the Non-Federal Sponsor must provide CED205.PCA 3/12/98 7 34 AM 12 additional funds to meet the Non-Federal Sponsor's cash contribution, the . Govemment shall notify the Non-Federal Sponsor in writing of the additional funds required. Within 60 calendar days thereafter, the Non-Federal Sponsor shall provide the Govemment with a check for the full amount of the additional required funds. C. In advance of the Govemment incurring any financial obligation associated with additional work under Article II.B. or.II.E. of this Agreement, the Non-Federal Sponsor shall provide the Govemment with th.e full amount of the funds required to pay for such additional work by delivering a check payable to "FAO, USAED, Portland (Seattle)" to the District Engineer. The Government shall draw from the funds provided by the Non-Federal Sponsor such sums as the Government deems necessary to cover the Government's fmancial obligations for such additional work as they are incurred. In the event the Govemment determines that the Non-Federal Sponsor must provide additional funds to meet its cash contribution, the Government shall notify the Non-Federal Sponsor in writing_ of the additional funds required .. Within 30 calendar days thereafter, the Non-Federal Sponsor shall provide the Government with a check for the full amount of the additional required funds. D. Upon completion of the Project or termination of this Agreement, and upon resolution of all relevant claims and appeals, the Government shall conduct a final accounting and furnish the Non-Federal Sponsor with the results of the fmal accounting. The fmal accounting shall determine total project costs, each party's contribution provided thereto, and each party's required share thereof. The fmal accounting also shall determine costs due to betterments and the Non-Federal Sponsor's cash contribution provided pursuant to Article II.B. of this Agreement. 1. In the event the fmal accounting shows that the total contribution provided by the Non-Federal Sponsor is less than its required share of total project costs plus costs due to any betterments provided in accordance with Article II.B. of this Agreement, the Non-Federal Sponsor shall, no later than 90 calendar days after receipt of written notice, make a cash payment to the Govemment of whatever sum is required to meet the Non-Federal Sponsor's required share of total project costs plus costs due to any betterments provided in accordance with Article II.B. of this Agreement. 2. In the event the fmal accounting shows that the total contribution provided by the Non-Federal Sponsor exceeds its required share of total project costs plus costs due to any betterments provided in accordance with Article II.B. of this Agreement, the Government shall, subject to the availability of funds, refund the excess to the Non-Federal Sponsor no later than 90 calendar days after the fmal accounting is complete; however, the Non-Federal Sponsor shall not be entitled to any refund of the 5 percent cash contribution required pursuant to Article II.D.l. of this Agreement. In the event existing·funds are not available to refund the excess to the Non-Federal Sponsor, the Government shall seek such appropriations as are necessary to make the refund. CED205.PCA 3/12/98 7:34AM 13 ARTICLE VII --DISPUTE RESOLUTION As a condition precedent to a party bringing any suit for breach of this Agreement, that party must first notify the other party in writing of the nature of the purported breach and seek in good faith to resolve the dispute through negotiation. If the parties cannot resolve the dispute through negotiation, they may agree to a mutually acceptable method of non-binding alternative dispute resolution with a qualilled third party acceptable to both parties. The parties shall each pay 50 percent of any costs for the services provided by such a third party as such costs are incurred. The existence of a dispute shall not excuse the parties from performance pursuant to this Agreement. · ARTICLE VIII--OPERATION, MAINTENANCE, REPAIR, REPLACEMENT, AND REHABILITATION (OMRR&R) A. Upon notification in accordance with Article IT. C. of this Agreement and for so long as the Project remains authorized, the Non-Federal Sponsor shall operate, maintain, repair, replace, and rehabilitate the entire Project or the functional portion of the Project, at no cost to the Government, in a manner compatible with the Project's authorized purposes and in accordance with applicable Federal and State laws as provided in Article XI of this Agreement and specific directions prescribed by the Government in .the OMRR&R Manual and any subsequent amendments thereto. B. The Non-Federal Sponsor hereby gives the Government a right to enter, at reasonable times and in a reasonable manner, upon property that the Non-Federal Sponsor owns or controls for access to the Project for the purpose of inspection and, if necessary, for the purpose of completing, operating, maintaining, repairing, replacing, or rehabilitating the Project. If an inspection shows that the Non-Federal Sponsor for any reason is failing to perform its obligations under this Agreement, the Government shall send a written notic;e describing the. non-performance to the Non-Federal Sponsor. If, after 30 calendar days from receipt of notice, the Non-Federal Sponsor continues to fail to perform, then the Government shall have the right to enter, at reasonable times and in a reasonable manner, upon property that the Non-Federal Sponsor owns or controls for access to the Projectfor th~ purpose of completing, operating, maintaining, repairing, replacing, or rehabilitating the Project. No completion, operation, maintenance, repair, replacement, or rehabilitation by the Government shall operate to relieve the Non-Federal Sponsor of responsibility to meet the Non-Federal Sponsor's obligations as set forth in this Agreement, or to preclude the Government from pursuing any other remedy at law or equity to ensure faithful performance pursuant to this Agreement. ARTICLE IX --INDEMNIFICATION The Non-Federal Sponsor shall hold and save the Government free from all damages arising from the construction, operation, maintenance, repair, replacement, and rehabilitation of the Project and any Project-related betterments, except for damages due to the fault or negligence of the Govern!llent or its contractors. CED205.PCA 3/12/98 7 34 AM 14 ARTICLE X --MAINTENANCE OF RECORDS AND AUDIT A. Not later than 60 calendar days after the effective date of this Agreement, the Government and the Non-Federal Sponsor shall develop procedures for keeping books, records, documents, and other evidence pertaining to costs and expenses incurred pursuant to this Agreement. These procedures shall incorporate, and apply as appropriate, the standards for financial management systems set forth in the Uniform Administrative Requirements for Grants and Cooperative Agreements to State and Local Governments at 32 C.F.R. Section 33.20. The Government and the Non- Federal Sponsor shall maintain such books, records, documents, and other evidence in accordance with these procedures and for a minimum of three years after the period of construction and resolution of all relevant claims arising therefrom. To the extent permitted under applicable Federal laws and regulations, the Government and the Non-Federal Sponsor shall each allow the other to inspect such books, documents, records, and other evidence. B. Pursuant to 32 C.F.R. Section 33.26, the Non-Federal Sponsor is responsible for complying with the Single Audit Act of 1984, 31 U.S.C. Sections 7501-7507, as implemented by Office of Management and Budget (OMB) Circular No. A-133 and Department of Defense Direc.tive 7600.10. Upon request of the Non-Federal Sponsor and to the extent permitted under applicable Federal laws and regulations, the Government shall provide to the Non-Federal Sponsor and independent auditors any information necessary to enable an audit of the Non-Federal Sponsor's activities under this Agreement. The costs of any non-Federal audits performed in accordance with this paragraph shall be allocated in accordance with the provisions of OMB Circulars A-87 and A-133, and such costs as are allocated to the Project shall be included in total project costs and cost shared in accordance with the provisions of this Agreement. C. In accordance with 31 U.S.C. Section 7503, the Government may conduct audits in addition to any audit that the Non-Federal Sponsor is required to conduct under the Single Audit Act. Any such Government audits shall be conducted in accordance with Government Auditing Standards and the cost principles in OMB Circular No. A-87 and other applicable cost principles and regulations. The costs of Government audits performed in accordance with this paragraph shall be included in total project costs and cost shared in accordance with the provisions of this agreement. ARTICLE XI --FEDERAL AND STATE LAWS In the exercise of their respective rights and obligations under this Agreement, the Non-Federal Sponsor and the Government agree to comply with all applicable Federal and State laws and regulations, including, but not limited to, Section 601 of the Civil Rights Act of 1964, Public Law 88-352 (42 U.S.C. 2000d), and Department of Defense Directive 5500.11 issued pursuant thereto, as well as Army Regulations 600- 7, entitled "Nondiscrimination on the Basis of Handicap in Programs and Activities Assisted or Conducted by the Department of the Army". CED205.PCA 3/12/98 7:34 A..\f 15 ARTICLE XII --RELATIONSHIP OF PARTIES A. In the exercise of their respective rights and obligations under this Agreement, the Government and the Non-Federal Sponsor each act in an independent capacity, and neither is to be considered the officer, agent, or employee of the other. B. In the exercise of its rights and obligations under this Agreement, neither party shall provide, without the consent of the other party, any contractor with a release that waives or purports to waive any rights such other party may have to seek relief or redress against such contractor either pursuant to any cause of action that such other party may have or for violation of any law. ARTICLE XIII --OFFICIALS NOT TO BENEFIT No member of or delegate to the Congress, nor any resident commissioner, shall be admitted to any share or part of this A~eement, or to any benefit that may arise · therefrom. ARTICLE XIV --TERMINATION OR SUSPENSION A. If at any time the Non-Federal Sponsor fails to fulfill its obligations under Article II.B., II.D., II.E., VI, or XVIII. C. of this Agreement, the Government shall terminate this Agreement or suspend future performance under this Agreement unless the Assistant Secretary of the Army (Civil Works) determines that continuation of work on the Project is in the interest of the United States or is necessary in order to satisfy agreements with any other non-Federal interests in connection with the Project. B. If the Government fails to receive annual appropriations in amounts sufficient to meet Project expenditures for the then-current or upcoming fiscal year, the Government shall so notify the Non-Federal Sponsor in writing, and 60 calendar days thereafter either party may elect without penalty to terminate this Agreement or to suspend future performance under this Agreement. In the event that either party elects to suspend future performance under this Agreement pursuant to this paragraph, such suspension shall remain in effect until such time as the Government receives sufficient appropriations or until either the Government or the Non-Federal Sponsor elects to terminate this Agreement. C. In the event that either party elects to terminate this Agreement pursuant to this Article or Article XV of this .Agreement, both parties shall conclude their activities relating to the Project and proceed to a fmal accounting in accordance with Article VI.D. of this Agreement. D. Any termination of this Agreement or suspension of future performance under this Agreement in accordance with this Article or Article XV of this Agreement shall not relieve the parties of liability for any obligation previously incurred. Any delinquent payment shall be charged interest at a rate, to be determined by the CED205.PCA 3/12/98 7 34 AM 16 Secretary ofthe Treasury, equal to 150 per centum of the average bond equivalent rate of the 13-week Treasury bills auctioned immediately prior to the date on which such payment became delinquent, or auctioned immediately prior to the beginning of each additional 3-month period if the period of delinquency exceeds 3 months. ARTICLE XV --HAZARDOUS SUBSTANCES A. Mter execution of this Agreement and upon direction by the District Engineer, the Non-Federal Sponsor shall perform, or cause to be performed, any investigations for hazardous substances that the Government or the Non-Federal Sponsor determines to be necessary to identify the existence and extent of any hazardous substances regulated under the Comprehensive Environmental Response, Compensation, and Liability Act (hereinafter "CERCLA"), 42 U.S.C. Sections 9601- 9675, that may exist in, on, or under lands, easements, and rights-of-way that the Government determines, pursuant to Article III of this Agreement, to be required for the construction, operation, and maintenance of the Project. However, for lands that the Government determines to be subject to the navigation servitude, only the Government shall perform such investigations unless the District Engineer provides the Non-Federal Sponsor with prior specific written direction, in which case the Non- Federal Sponsor shall perform such investigations in accordance with such written direction. All actual costs incurred by the Non-Federal Sponsor for such investigations for hazardous substances shall be included in total project costs and cost shared in accordance with the provisions of this Agreement, subject to an audit in accordance with Article X. C. of this Agreement to determine reasonableness; allocability, and allowability of costs. B. In the event it is discovered through any investigation for hazardous substances or other means that hazardous substances regulated under CERCLA exist in, on, or under any lands, easements, or rights-of-way that the Government determines, pursuant to Article III of this Agreement, to be required for the construction, operation, and maintenance of the Project, the Non-Federal Sponsor and the Government shall provide prompt written notice to each other, and the Non- Federal Sponsor shall not proceed with the acquisition of the real property interests until both parties agree that the Non-Federal Sponsor should proceed. C. The Government and the Non-Federal Sponsor shall determine whether to initiate construction of the Project, or, if already in construction, whether to continue with work on the Project, suspend future performance under this Agreement, or terminate this Agreement for the convenience of the Government, in any case where hazardous substances regulated under CERCLA are found to exist in, on, or under any lands, easements, or rights-of-way that the Government determines, pursuant to Article III of this Agreement, to be required for the construction, operation, and maintenance of the Project. Should the Government and the Non-Federal Sponsor determine to initiate or continue with construction after considering any liability that may arise under CERCLA, the Non-Federal Sponsor shall be responsible, as between the Government and the Non-Federal Sponsor, for the costs of clean-up and response, to include the costs of any studies and investigations necessary to determine an appropriate response to the contamination. Such costs shall not be considered a part of total project costs. In the event the Non-Federal Sponsor fails to provide any funds CED205.PCA 3/12/98 7:34AM 17 necessary to pay for clean up and response costs or to otherwise discharge the Non- Federal Sponsor's responsibilities under this paragraph upon direction by the Government, the Govern.ment may, in its sole discretion, either terminate this Agreement for the convenience of the Government, suspend future performance under · this .Agreement, or continue work on the Project. D. The Non-Federal Sponsor and the Government shall consult with each other in accordance with Article V of this Agreement in an effort to ensure that responsible parties bear any necessary clean up and response costs as defined in CERCLA. Any decision made pursuant to paragraph C. of this Article shall not relieve any third party from any liability that may arise under CERCLA. E. As between the Government and the Non-Federal Sponsor, the Non-Federal Sponsor shall be considered the operator of the Project for purposes of CERCLA liability. To the maximum extent practicable, the Non-Federal Sponsor shall operate, maintain, repair, replace, and rehabilitate the Project in a manner that will not cause liability to arise under CERCLA. ARTICLE XVI --NOTICES A. Any notice, request, demand, or other communication required or permitted to be given under this Agreement shall be deemed to have been duly given if in writing and either delivered personally or by telegram or mailed by frrst-class, registered, or certified mail, as follows: If to the Non-Federal Sponsor: Mayor, City of Renton 200 Mill Street Renton, Washington 98055 If to the Government: District Engineer U.S. Army Engineer District P. 0. Box 3755 Seattle, Washington 98124-3755 B. A party may change the address to which such communications are to be directed by giving written notice to the other party in the manner provided in this Article. CED20S.PCA 3.'12/98 7 34 A.\{ 18 C. Any notice, request, demand, or other communiCation made pursuant to this Article shall be deemed to have been received by the addressee at the earlier of such time as it is actually received or seven calendar days after it is mailed. ARTICLE XVII --CONFIDENTIALITY To the extent permitted by the laws governing each party, the parties agree to maintain the confidentiality of exchanged information when requested to do so by the providing party. ARTICLE XVIII--HISTORIC PRESERVATION A. The costs of identification, survey and evaluation of historic properties shall be included in total project costs and cost shared in accordance with the provisions of this Agreement. B. As specified in Section 7(a) of Public Law 93-291 (16 U.S.C. Section 469c(a)), the costs of mitigation and data recovery activities associated with historic preservation shall be borne entirdy by the Government and shall not be included in total project costs, up to the statutory limit of one percent of the total amount the Government is authorized to expend for the Project. C .. The Government shall not incur costs for mitigation and data recovery that exceed the statutory one percent limit specified in paragraph B. of this Article unless and until the Assistant Secretary of the Army (Civil Works) has waived that limit in accordance with Section 208(3) of Public Law 96-515 (16 U.S.C. Section 469c-2(3)). Any costs of mitigation and data recovery that exceed the one percent limit shall not be included in total project costs but shall be cost shared between the Non-Federal Sponsor and the Government consistent with the minimum non-Federal cost sharing requirements for the underlying flood control purpose, as follows: 35 percent bome by the Non-Federal Sponsor, and 65 percent borne by the Government. ARTICLE XIX --LIMITATION ON GOVERNMENT EXPENDITURES In accordance with Section 205 of the Flood Control Act of 1948, as amended, the Government's fmancial participation in the Project is limited to $5,000,000 which shall include all Federal funds expended by the Government for planning, design, and implementation of the project except for coordination account funds expended prior to the frrst work allowance for study initiation. Notwithstanding any other provision of this Agreement, the Non-Federal Sponsor shall be responsible for all costs in excess of this amount. CED205.PCA 3,'12/98 7 34 A .. \1 19 IN WITNESS WHEREOF, the parties hereto have executed this Agreement, which shall become effectiye upon the date it is signed by the District Engineer. THE DEPARTMENT OF THE ARMY BY: olonel, Corps of Engineers Seattle District Engineer DATE: ~ /f]p,_y 'li CED205.PCA 3/12/98 7 34 AM 20 THE CITY OF RENTON, WASHINGTON BY:kc7~ JESSE TANNER Mayor CERTIFICATE OF AUTHORITY I, LAWRENCE J. WARREN, do hereby certify that I am the principal legal officer of the City of Renton, Washington, that the City of Renton is a legally constituted public body with full authority and legal capability to perform the terms of the Agreement between the Department of the Army and the City of Renton, Washington, in connection with the Cedar River, Renton, Washington Flood Damage Reduction Project, and to pay damages in accordance with the terms of this Agreement, if necessary, in the event of the failure to perform, as required by Section 221 of Public Law 91-911 (42 U.S.C. Section 1962d-Sb), and that the persons who have executed this Agreement on behalf of the City of Renton have acted within their statutory authority. fl, IN WITNESS WH~ave made and executed this certification this .1/lv · day of 1998. CED205.PCA 3/12/98 7.34 A.\1 21 LAWRENCE J. WARREN Renton City Attorney CERTIFICATION REGARDING LOBBYING The undersigned certifies, to the best -of his or her lrnowledge and belief that: (1} No Federal appropriated funds have been paid or will be paid, by or on behalf of the undersigned, to any person for influencing or attempting to influence an officer or employee of any agency, a Member of Congress, an officer or employee of Congress, or an employee of a Member of Congress in connection with the awarding of any Federal contract, the making of any Federal grant, the making of any Federal loan, the entering into of any cooperative agreement, and the extension, continuation, renewal, amendment, or modification of any Federal contract, grant, loan, or cooperative agreement. (2} If any funds other than Federal appropriated funds have been paid or will be . paid to any person for influencing or attempting to influence an officer or employee of any agency, a Member of Congress, an officer or employee of Congress, or an employee of a Member of Congress in connection with this Federal contract, grant, loan, or cooperative agreement, the undersigned shall complete and submit Standard Form-LLL, "Disclosure Form to Report Lobbying," in accordance "With its instructions. (3} The undersigned shall require that the language of this certification be included in the award documents for all subawards at all tiers (including subcontracts, subgrants, and contracts t;mder grants, loans, and cooperative agreements) and that all subrecipients shall certify and disclose accordingly. This certification is a material representation of fact upon which reliance was placed when this transaction was made or entered into. Submission of this certification is a prerequisite for making or entering into this transaction imposed by Section 1352, Title 31, U.S. Code. Any person who fails to flle the required certification shall be subject to a civil penalty of not less than $10,000 and not·more than $100,000 for each such failure. CE0205.PCA 3,'12/98 7 )4 A.\1 22 CITY OF RENTON, WASHINGTON BY:~c7~ J SETANNER Mayor 32 Appendix B: Flood Control Regulations 33 Appendix C: 2018 Boeing flood Response Plan P a g e 1 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Locations: 2018 Cedar River Flood PlanR1.docx 2018 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN THIS FLOOD PLAN FOCUSES ON: Boeing Facilities & Asset Management (F&AM) Response to the Cedar River. [UNCONTROLLED WHEN PRINTED ] P a g e 2 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Table of Contents Section 1 Roles and Responsibilities 3 Useful Websites 3 Cedar River Flood Conditions and Phases 4 South Boeing Bridge Cedar River Gauge 5 Section 2 South Boeing Bridge Control Plan 6 North Boeing Bridge Control Plan 7 Factory to Field Access 7-9 Flood and Bridge Emergency Procedures 10 Facilities & Asset Management (F&AM) Emergency Call List 10 Contact and Notification List 11 South Boeing Bridge Rating Curve 12 Flood Phase Information 13 Airplane Moves (Apron D) 14-16 Section 3 Post Flood Information 17 Section 4 Approvals 18 P a g e 3 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Section 1 Roles and Responsibilities First Response All required personnel will respond to assist in any manner required to control the flood. This will be Renton F&AM and Construction Management personnel. Renton F&AM will assign duties as required. Required Training Renton Field Vehicle Operations Training Course #82096 required for North bridge access. Maintaining Maintaining all flood activity will be done by F&AM and contractors will be instructed to maintain both (south & north) bridge operations. This activity will be determined by F&AM Management. Clean Up Operations All clean-up efforts will be done by F&AM, Construction Management and contractors. F&AM management will assign duties as needed. Useful Websites Recorded River gauge readings call: (206) 296-8200, press 1 to speak with a flood warning center representative; press 2 for specific river flow data. *National Weather Service Advanced Hydrologic Prediction Service Updated information can be obtained from the King County Flood Warning Center (206) 296-8200 or 1-800-945-9263. *King County Flood Information For the King County Office of Emergency Management call (206) 296-3830. King County Office of Emergency Management City of Renton, Utility Engineering Supervisor call (425) 430-7248 *City of Renton Information http://rentonwa.gov/emergencies/default.aspx?id=1742 Boeing Security & Fire Protection *Security and Fire Protection Renton Preflight http://rtnpreflt.web.boeing.com/ P a g e 4 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Section 1: Cedar River Flood Conditions and Phases Conditions: Heavy rain, significant snow melt, or Chester Morse Dam conditions. Weather forecast indicates that the Cedar River has the potential to flood. The river level at the South bridge gauge has reached 18 feet – 6 inches. Actions: F&AM will begin to monitor the following: ▪ River conditions at the South bridge (flow gauge on SW side of Apron D bridge) and hydrographs at Renton and Landsburg ▪ Debris flowing downstream. ▪ Notify Construction Management to obtain equipment/ operator for debris removal on the north bridge ▪ At least 24 hours prior to raising bridge notify Field Maintenance/Preflight Senior Manager – Preflight Senior Manager is responsible for movement of airplane and equipment on the Renton Field. ▪ Notify Boeing Security & Fire Protection ▪ Notify F&AM Management ▪ Notify City of Renton Airport Manager Materials Management will: ▪ Evaluate aging or full hazardous waste receptacles to determine if they require transportation to the 4-70 hazardous waste Warehouse prior to the bridge being raised. Conditions: The river level at the south bridge gauge has reached 19 feet – 6 inches. Actions: At least 4 hours prior to raising the bridge the F&AM flood control manager will: ▪ Notify Field Maintenance/Preflight Senior Manager the shift the bridge will be raised if the current water level is predicted to rise per the hydrograph. ▪ Allow flexibility to modify the shift the bridge will be raised based on feedback from Preflight Senior Manager to accommodate Preflight activity. ▪ Any plane left on Apron D might be required to remain there a minimum of 2 weeks. ▪ Once bridge is raised, it cannot be lowered for airplane/equipment moves until water level is at 19’-6” – Phase 2 ▪ Notify Boeing Security & Fire Protection ▪ Notify F&AM Management ▪ Notify City of Renton surface water and utility manager. ▪ Notify Construction Management for contractor/heavy equipment. ▪ Notify City of Renton Airport Manager Conditions: The river level at the south bridge gauge has reached 20’- 0” or corresponding rating on the “rating table memo” indicates action is required. Large pieces of debris have been observed floating downstream towards the north bridge. Actions: The F&AM flood control manager will: ▪ Initiate the process of raising the south bridge, based on the agreed upon shift with Preflight Senior Manager ▪ Close the flood gates and support the gates with sandbags when the river has reached a gauge reading of 21’-6” ▪ Send all required notifications to the Renton site ▪ Distribute standard Renton site wide communication that alternative routes are in effect for Licensed Transportation due to the bridge being raised. See page 8 ▪ Stage Fire Dept. equipment on West side of South Bridge Phase 2 Phase 3 Phase 1 P a g e 5 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Section 1: South Boeing Bridge Cedar River Gauge ▪ 20’ – 0” on South Bridge = 12’ – 0” at the Cedar River Renton Hydrograph ▪ 19’ - 6” on South Bridge = 11’ – 7” at the Cedar River Renton Hydrograph ▪ 18’ – 6” on South Bridge = 10.7 at the Cedar River Renton Hydrograph 20’–0” Phase 3 RAISE THE BRIDGE 3rd notification sent to affected parties that the bridge is being raised. 19’–6” Phase 2 Stage the equipment at bridge. 2nd notification sent to affected parties that raising of bridge is imminent. 18’–6” Phase 1 Continual monitoring of river conditions and initial notification sent to affected parties that bridge may need to be raised. Advanced Hydrologic Prediction Graph (link) http://water.weather.gov/ahps2/ hydrograph.php?wfo=sew&gag e=rntw1&h ydro_type=0 P a g e 6 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Section 2 South Boeing Bridge Control Plan Personnel/Equipment: F&AM will contact Construction Management for additional staffing and equipment as needed. All personnel will have maintenance radios and be on emergency radio frequency Mechanic 1. Personnel and equipment requirements for the South Bridge: • When a flood warning is issued for the Cedar River or the water level on the south bridge gage reaches 20’- 0” feet, F&AM will install cylinders in preparation to elevate the south bridge. • Upon the water level reaching the flood stage F&AM Management will make all required notifications to the Preflight Senior Manager, the City of Renton Airport Manager, Security and Fire Protection, Site Leadership, Communications Office and the distribution list: DL 737 Renton South Bridge Issues Communication, that the South Bridge will be elevated and vehicle traffic with be rerouted using the factory/field access plan. • F&AM Management will notify the Preflight Senior Manager the shift the South Bridge will be raised and allow flexibility for modifying the sh ift based on feedback from Preflight Senior Manager to accommodate Preflight activity. • Preflight Senior Manager must determine which airplanes on Apron D can remain, and which ones must move across the bridge before raising. Any airplane(s) left on Apron D after raising the bridge may be required to remain there a minimum of 2 weeks without impact to delivery schedule. • The South Bridge will be raised and lowered using documented SOP. P a g e 7 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Section 2 (continued) North Boeing Bridge Control Plan Personnel/Equipment: • F&AM will be monitoring North Bridge condition and debris build -up at the bridge and will instruct contractor for debris removal per agreed upon contract. (See pages 16-17 - Attachment 1) • F&AM/Construction Management will have an established plan to identify and retain a contractor to remove any debris that could cause damage to the north bridge or its support pilings. • The contractor will comply with any safety plan requirements deemed necessary by The Boeing Company. • Boeing Fire Department will monitor activity on the north bridge as needed. Factory to Field Access for Parts & Personnel When South Bridge is unavailable – Logan Avenue route • Ensure all vehicles using this route are appropriately licensed or issued temporary licenses • Follow all rules of the road • Hazardous Materials and waste will be hauled by Licensed Transportation or approved contracted vendor. All requirements for transporting hazardous materials and waste on public roads must be followed. Parts & Personnel Process • For towing airplane purposes only (while South Bridge is raised), Preflight vehicle may be used to transport personnel under escort following FAA rules (Light Bar on vehicle and FAA radio) to pick up and deliver airplanes via North Bridge. Any vehicles using the North bridge, drivers must have completed required Renton Airport training course # 82096. • When notified, Licensed Transportation will dispatch two passenger service vans to transport both people and parts from the 4-81/82 buildings to Renton Field. P a g e 8 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Section 2 (continued) • Passenger vans will be driving a daily route dropping off and picking up from the Receiving areas every 30 minutes. Passenger vans will only drop off and pick up outside of the turnstiles on B & C ramps. • Field shuttle service for personnel will be re-routed across public roadways. • Licensed Transportation will also be working with Materials Management and F&AM Management on specific pickup and delivery points as needed. • If additional equipment is necessary, contact Licensed Transportation Manager on site. Parts Exception Process • Business Partner requesting parts to be moved must: o Confirm use of North bridge with Preflight Senior Manager, o Contact MEO dispatch, (206-544-6500) for escort across the North bridge • MEO Dispatch contact S&FP Dispatch, (206-655-8800) to send officer to North bridge • Security Officer will contact Preflight Senior Management (listed below) prior to gate opening for authorization. • MEOs must follow protocol for traveling across North bridge and using Renton airport. o All vehicles traveling to Preflight via the North Bridge must cross the runway at A1 and proceed south using Taxiway A, then cross the runway heading east at A7 (south end), with permission from Renton Airport. See map on page 9. o If traveling from Preflight to the North Bridge, vehicle must have MEO escort and the reverse order applies. MEOs follow protocol for traveling across North bridge and using Renton airport. (Cross runway heading west at A7, proceed north using Taxiway A, cross the runway at A1 heading east and cross the North Bridge.) • Any driver of vehicles needing access to Renton Airport ramps A, B, and C, via the North bridge must have completed required Renton Airport training course #82096 and have FAA radio and overhead lights on vehicle . Contact Information (Preflight Senior Management) Thomas Greenside - 206-661-7837 Luki (Valdis) Martinsons - 206-290-4260 P a g e 9 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 P a g e 10 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Flood and Bridge Emergency Procedures Steps to follow in the event of a flood or bridge emergency: 1) Report the emergency to Security & Fire Protection Dispatcher 2) Report the emergency to the on-duty F&AM manager 3) Notify F&AM Dispatcher 4) Contact F&AM Personnel from Emergency Call List 5) Notify F&AM Managers: o Chris Backus o Rob Henderson o Dave Hamilton 6) Notify Renton F&AM Senior Manager – Shannon Hoveland 7) Notify Preflight Senior Manager - Valdis (Luki) Martinsons Note: All contact numbers are listed on page 11 Call List F&AM Emergency Personnel F&AM Contact Phone Alternate Tim Watts 253-205-5934 None Chris Kenney 253-334-3399 None Kirt Jones 206-544-6500 None Jerry Malkuch 206-824-7297 206-941-9468 P a g e 11 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Contact and Notification List Organization Contact Work Phone Cell Phone Security & Fire Protection Fire Department Deputy Chief Jeff Kinne 206-200-1297 206-200-1297 Senior Manager, S&FP Randy Woolard 425-965-2726 206-304-6114 S&FP Focal Deanna Benyi 425-965-2719 206-605-5064 Dispatch S&FP Dispatch 206-655-8800 F&AM Dispatch 206-544-6500 Pre-Flight Manager, Preflight Valdis Martinsons 206-662-3047 206-290-4260 Preflight Senior Manager (1st Shift) Preflight Senior Manager (2nd Shift) Randy Oglevee 206-544-1680 206-304-8090 Facilities & Asset Management Senior Manager, F&AM Shannon Hoveland 253-951-1532 253-887-4752 Flood Plan Manager (1st Shift) Rob Henderson 425-213-4521 425-213-4521 Flood Plan Manager (2nd Shift) Chris Backus 425-748-4652 425-748-4652 Flood Plan Manager (3rd Shift) Ken Allread 425-495-2899 425-495-2899 Senior Manager, Equip./Tooling Chad Kiehn 206-930-0712 206-930-0712 Licensed Transportation (1st Shift) City of Renton Renton Airport Manager Michelle Favors 425-430-7471 FAA Tower David Gildea 206-764-6632 Surface Water Ron Straka 425-430-7205 Utility Engineering Supervisor Ron Straka 425-430-7248 Emergency Management Deborah Needham 425-430-7725 206-714-2594 King County Flood Warning Center 206-296-8200 800-945-9263 River Gauge Readings (recording) 206-296-8200 Office of Emergency Management 206-296-3830 Dept. of Fish & Wildlife Fish Biologist Kelly Kiyohara 360-902-2797 206-949-802 P a g e 12 | 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Figure 1 – South Boeing Bridge Rating Curve Based upon October 2017 River Channel Surveys Revised 12/2017 Page 13 of 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 King County Flood Warning Phase 1 2 3 4 Discharge at Landsburg1 (cfs) 1,800 to 2,800 2,800 to 4,200 4,200 to 5,000 5,000 and Above Note: 1. 1. King County adjusted the discharges for the flood phases on the Cedar River in October 2011. 2. 2. Discharge corresponds to USGS gage 12117500 at Landsburg. 3. Discharge corresponds to USGS gage 12117500 at Landsburg. Table 2 – Flood Frequency and Rating Table Information Flood Event1,3 Flow at Landsburg for t = 0 hrs4 (cfs) Flow at Renton for t = 4 hrs4 (cfs) Flood Stage at South Boeing Bridge for t = 4 hrs (ft NAVD) Corresponding King County Flood Warning Phase 1.01 1,020 1,350 18.7 0 1.05 1,230 1,620 19.0 0 1.11 1,390 1,810 19.3 0 1.25 1,640 2,110 19.6 0 2 2,370 3,000 20.7 1 5 3,720 4,600 22.1 2 10 4,880 5,940 23.2 3 20 6,220 7,470 24.2 4 50 8,340 9,860 25.6 4 100 10,300 12,000 26.7 4 200 12,500 14,500 27.9 4 Notes: 1. A 100-yr flood event represents a 1/100 chance or 1 percent probability that this event will occur in any given year. 2. The South Boeing Bridge low chord elevation is 25.0 ft NAVD 88, which corresponds to a Landsburg flow of about 7,390 cfs and Renton flow of 8,780 cfs. 3. The South Boeing Bridge “Warning” elevation is 24.0 ft NAVD 88, which corresponds to a Landsburg flow of about 5,930 cfs and Renton flow of 7,140 cfs. 4. These values were obtained from the City of Renton and represent the same flows used in the 2016 analysis. 5. Flow values are based on results of a Log Pearson Type III analysis (King County, 2000). Revised 12/2017 Page 14 of 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Revised 12/2017 Page 15 of 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Revised 12/2017 Page 16 of 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Revised 12/2017 Page 17 of 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Section 3 Post Flood Information Continue to monitor water levels and news bulletins to ensure flooding event is over. Depending on the severity of the flood the following activities may be initiated. The flood manager and F&AM Engineering will determine appropriate next steps as listed below. Bridge Inspection (F&AM Engineering) Both north and south bridges must be inspected for structural damage before aircraft can be towed across them. Water level must be down to be inspected by a structural engineer. Apron A and D Cleaning (F&AM) • As directed by Pre-flight Management Drainage System Clean Out (F&AM / EHS) • As directed by EHS • Catch basins, channel drains • Oil water separators • Storm drain lines Revised 12/2017 Page 18 of 18 RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018 Section 4 Approvals Shannon Hoveland Sr. Manager Renton F&AM Valdis (Luki) Martinsons Sr. Manager Renton Preflight Operations Jim Nelson Sr. Manager Licensed Transportation Randy Woolard Sr. Manager Puget Sound Security & Fire East 34 Appendix D: South Boeing Bridge Operating Procedure Server Time April 20, 2018 at 9:04:41 AM MST User:m209117 Database:MXESPRD1 Page:1 of 7 ENT1005 - Job Plan Details Report 4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR Organization:USA Priority:3 Status:ACTIVE Site:PSD01 Interruptible?:1 Revision/Changed By:1/ M209117 Type:MAINTENANCE Supervisor: Rev. Comments:Remove Responsible Focal Duration:671:59 Crew: Job Plan Tasks Task ID Description Duration 1 DOCUMENTATION & ADDENDUM INSTRUCTIONS 00:00 There is an obligation to the city of renton and the core of engineers to ensure that the bridge is in good operating order prior to the flood season. They don't ask for written documentation, but will ask for verification. 1. DOCUMENTATION O & M manual and drawings located in Mechanic Crib 2. SPECIAL TOOLS/EQUIPMENT/PARTS Torquing tool stowed on utility vehicle. 3. ADDITIONAL SAFETY/HAZARD CONSIDERATIONS Special safety requirements noted by manuf or engineer. Not all safety notes are in the Safety Hazards codes. Examples: MSDS information is available on the Boeing Web at http://msds.web.boeing.com JSA's, SOP's, FOD, etc. Safety check list, fall protection matrics. Prior to performing inspection and/or service, be sure to Lockout, Tag, Tryout equipment in accordance with RC-020G (if required). Always wear Personal Protective Equipment when working on or around this equipment. ADDITIONAL WORK: When additional repair (s) are required 1. If the repair(s) will take less than 1 hour to complete, and parts are available, initiate and/or make repair(s) immediately and document the repair(s). 2. If the repair(s) is critical, and / or will exceed 1 hour to complete, contact the Team Manager to initiate Planned Job (PJ) work order, make repair(s) immediately and document the repair(s) made. 3. If the repair(s) is not critical, will exceed 1 hour to complete and / or parts are not available, contact the Team Manager to initiate Planned Job (PJ) work order and document additional work to be performed. ADDENDUM INSTRUCTIONS Special Instructions ############################################################ Planning/building/public works (tower) Flightline Security 1) contact flightline to get window 2) contact public works for clearance 3) contact security for support 4) Assemble work group consisting of (2) mechanics and (2) millwrights 5) contact FIRE DEPT Millright: Perform gate exercise to validate proper operation. Procedure for lifting the bridge: 1. Position crane adjacent to a cylinder manhole such that the boom is properly aligned to perform lifting operation the operator is responsible to observe all safety requirements and for the proper operation of the crane. 2. Using a manhole cover sling, remove the manhole cover Server Time April 20, 2018 at 9:04:41 AM MST User:m209117 Database:MXESPRD1 Page:2 of 7 ENT1005 - Job Plan Details Report 4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR Job Plan Tasks Task ID Description Duration with the crane. Find the bayonet mount number, and prepare to pick the corresponding lift cylinder from the utility vehicle rack. 3. Rotate the cylinder to a vertical position, keeping the rod fully engaged in the pivot rack, before lifting the cylinder. 4. Lower the cylinder into the bayonet mount. Orientation of the cylinder must be such that 45 degrees of clockwise rotation will result in the cylinder lock-bolt eye being 1&quot; (+/-) from the bayonet mount lock-bolt eye. 5. Connect the cylinder torquing tool assembly (see drawing M7) to the cylinder; connect hydraulics to the wedge block control valve on the hydraulic power unit using the wedge block truck-to-bridge-hoses. Rotate the cylinder clock- wise (about 45 degrees) until locked in the bayonet mount. 6. Install the cylinder lock bolt and remove the cylinder torquing tool assembly. 7. Disconnect the crane from the lift cylinder; retract outriggers and prepare to move crane as necessary. 8. Connect cylinder lift, lower, and vent lines to the bridge hydraulic connections using 6&quot; hoses. note: always connect or disconnect all three hoses from any cylinder prior to operating bridge hydraulic power. if it is necessary to stop one cylinder during a lifting/ lowering operation (to re level the bridge deck for example) always disconnect all three hoses. Failure to follow this procedure may result in failure of the lift cylinder. 9. Repeat steps 1 through 8 for the remaining 3 cylinders. 10. Move the utility vehicle to the southeast corner of the bridge. Position the vehicle such that the rear of the truck bed is 3 feet from the edge of the bridge deck, with HPU hydraulic connections due east of bridge connection manhole. 11. Open the remote connection manhole, and connect the lift, shim, and wedge block hydraulic circuits using 25' hoses. 12. Connect shim position indicator. (turn on truck parking lights, which also turns on shim lights.) (at this point, the bridge is ready to begin the lift operation.) 13. Lift the bridge 1.5&quot; at the center piers to unload the shim plates. Use a tape measure next to the bayonet mounts to verify the lift distance. 14. Actuate the shim plate hydraulic system to retract the shim plates from their service position; hold valve until both east and west &quot;shims removed&quot; both lights illuminate. 15. Lower the bridge approximately 2.5&quot;, until it rests on the piers. Server Time April 20, 2018 at 9:04:41 AM MST User:m209117 Database:MXESPRD1 Page:3 of 7 ENT1005 - Job Plan Details Report 4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR Job Plan Tasks Task ID Description Duration 16. Open the 24&quot; square manhole cover over the north end of the wedge block push tube assemblies at each end of the bridge. Lift the push tube lock bars from the &quot;wedges locked&quot; position and rotate 90 degrees to allow wedge block motion. Note: jogging 17. Actuate the wedge block hydraulic system to unlock the wedge blocks. Visually verify that the wedge blocks at each end of the bridge have unlocked; place the push tube lock bar in the &quot;wedges unlocked&quot; position. 18. Visually verify that the bridge deck is clear; lift the bridge. 19. Monitor deck levelness during lifting. note: it is acceptable to have up to 6&quot; of tilt in any direction and/or 2&quot; of warp (see o&m manual fig a) if these tolerances are exceeded, it is necessary to re level the bridge. This is accomplished by disconnecting the 6' hoses to the highest cylinder(s) and allowing the lagging cylinder(s) to catch up. (see caution in item 8 above.) 20. When bridge deck is at top of lift, hold valve in position until all four corners stop lifting. 21. Note level of bag reservoir (drawing M12). Monitor level of reservoir while bridge is lifted; significant accumulation of fluid in reservoir indicates leakage past the main piston seal of a lift cylinder, and may indicate the need to re level the bridge. note: bag located next to and under hyd. Truck to bridge manhole Lowering the bridge: 22. N/A 23. Raise the bridge deck to even stroke extension of all 4 cylinders as described in step 20. 24. Check that the area around the bridge is clear, then lower the bridge. 25. Monitor deck levelness during lowering process. It is acceptable to have up to 6&quot; of tilt in any direction and /or 2&quot; of warp (fig a). If theses tolerances are exceeded, it is necessary to re level the bridge. This is accomplished by disconnecting the 6' hoses to the lowest cylinder(s), and allowing the lagging cylinder(s) to catch up. (see caution in step 8). 26. Stop the bridge 10' from full down position and visually verify that wedge blocks are free of debris and correctly positioned, Wedge blocks should be washed down - with hose from water main. Don't move the wedge blocks then complete the lowering of the of the bridge deck. 27. Open the access covers over the wedge block locks at the east and west end of the bridge. 28. Actuate the wedge block hydraulic system to lock the wedge blocks; hold valve in the lock position until both east and west wedge blocks can be reinstalled in the &quot;locked&quot; position. Server Time April 20, 2018 at 9:04:41 AM MST User:m209117 Database:MXESPRD1 Page:4 of 7 ENT1005 - Job Plan Details Report 4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR Job Plan Tasks Task ID Description Duration 29. Lift the bridge 2.5&quot; at the center piers to allow the shim plates to be installed. Use a tape measure next to the bayonet mounts to verify lift distance. 30. Actuate the shim plate hydraulic system to reinstall the shim plates in their service position; hold valve in extend position until both east and west &quot;shims installed&quot; lights illuminate. 31. Lower the bridge until it rests on the piers. Hold valve in lower position for 2 minutes after bridge deck appears to have stopped lowering, to assure that all load has been removed from the lift cylinders. 32. Disconnect truck-to-bridge hoses, reposition and prepare crane as described in step 1. Leave smallest hoses hooked to truck for other hyd. Needs. 33. Disconnect and stow 6' &quot;cylinder lift and lower hoses, leaving lift cylinder vent line attached. 34. Connect cylinder to wedge block hydraulic valve on utility vehicle using 25' truck-to-bridge hoses. Using the wedge block hydraulic circuit, complete retraction of the lift cylinder rod. Full retraction is indicated by observation of full 1000 psi setting on the main HPU pressure gauge. Note: this takes 2 minutes. 35. Remove all hoses from cylinder and disconnect vent line hose from the bridge; stow. 36. Attach crane hook to cylinder hoist ring; take up slack. 37. Remove lock bolt and use torquing tool to rotate cylinder in bayonet mount approximately 45 degrees counterclockwise to lift-out position. 38. Disconnect torquing tool, lift cylinder and stow on truck mounted racks; insert cylinder rod fully into pivot rack in the vertical position, then lower cylinder to inclined rack keeping rod fully engaged in pivot rack 39. Replace manhole cover and prepare to reposition vehicles. 40. Repeat steps 34 through 40 for remaining cylinders. Secondary oil containment: Visually inspect for oil leakage before and after bridge is Lifted. Mechanical lift system: Perform general visual inspection of the entire bridge; then Lift bridge & inspect/ maintain as described below. Wedge block assemblies: Check block & housing siding bearing surfaces; verify that No debris or silt has collected around block or housing (remove all collected debris) Cover all exposed and sliding surfaces with external anti Seize marine grade. Do not grease girder/wedge block Contact surfaces. Verify that all housing bolts are securely Fastened (tighten bolts as necessary). Before lowering bridge verify that all wedge blocks are in Server Time April 20, 2018 at 9:04:41 AM MST User:m209117 Database:MXESPRD1 Page:5 of 7 ENT1005 - Job Plan Details Report 4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR Job Plan Tasks Task ID Description Duration Retracted position. (use plumb bob or visual) Tube bearing guides: Check for smooth movement of tubes. Lube rail surface with Dri-lube. Wedge: Check that orkot bearing pad is securely fastened. Check bearing surface for wear. Girder end bearings: Check that orkot bearing pad is securely fastened. Check bearing surface for wear. Remove any silt or debris that has collected on bearing pad. Anchor plates: Angle brackets: Verify that bolted joint is snug (tighten bolts as Necessary). Verify that actuator arm is not bent or overly worn. Push tubes: Check for smooth movement of tubes within bearings Check for misalignment. Verify that all joints are snug. Verify that no tubes are bent. Inspect pads between tubes for wear. Lock mechanisms: Verify that push tubes can be locked together in both Extreme orientations of the push tubes. Verify smooth operation. Hard stops: Inspect condition of hard stops, push tubes in this region & structure with which stops engage. Push tube cylinders & clevis brackets: Check for leaks around cylinder. Verify that hydraulic connections to cylinder are secure. Check all hoses for fraying and wear. Check cylinder rod for scratches. Check general condition of clevis brackets and cylinder pins Grease pins as necessary. Shim plate system: Cylinders: Check for leaks around to cylinder. Verify that hydraulic connections to cylinder are secure. Check all hoses for fraying and wear. Check cylinder rod for scratches. Check general condition of clevis brackets and cylinder pins Grease pins as necessary. Inspect for rust, cracking, and peeling of paint. (clean and paint as necessary) Shim plate bracketry: Verify that no debris is caught in the bracketry. Verify that all bolts are securely tightened. (tighten bolts As necessary). Inspect for rust, cracking and/or peeling of paint. (clean and paint as necessary.) Server Time April 20, 2018 at 9:04:41 AM MST User:m209117 Database:MXESPRD1 Page:6 of 7 ENT1005 - Job Plan Details Report 4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR Job Plan Tasks Task ID Description Duration Orkot shim plate: Check that orokot bearing pad is securely fastened. Check concrete/grout adjacent to bolts. Check bearing surface for wear. Remove any debris that has collected on bearing pad. Uhmw bearings: Check that bearing pads are securely fastened in place. Check bearing surfaces for wear. Hydraulic system (bridge mounted): Connections at manhole: During and after bridge lift phase, verify that there are no Leaks at connections. Connections at lift cylinders: During and after bridge lift phase, verify that there are no Leaks at connections. Flow divider: Verify that there are no leaks around flow divider. Verify that flow divider is securely fastened to structure (tighten bolts as necessary) Visually inspect the general condition of components and Bracketry. Reservoir bladder: Open enclosure & verify integrity of urethane pillow. (look for signs of wear). Verify that there is no oil in reservoir bladder before, During, or after bridge lift cycle. Visually check pillow & enclosure for damage. Lift cylinders: Examine cylinder rods for scratches. touch up paint cylinder barrel and bayonet fitting. (be sure rod is protected) Bayonet mount: Visually inspect for signs of wear. Cylinder torquing tool: Inspect for proper operation. Check that all connections are leak free. Shim indicator system: During lift cycle, verify that shim indicator system lights Operate correctly. Assist MEMA in bridge inspection and the raising and Lowering of the bridge as necessary. Ensure completed addendum is returned to your pod room. comments and/or feedback Planning/Building/Public Works (Tower) 425-430-7242 City of Renton Airport Manager\ 425-430-7471 Flightline \ 425-234-0655 Security \425-234-2882 cell 206-797-0658 1) contact flightline to get window 2) contact public works for clearence 3) contact security for support Server Time April 20, 2018 at 9:04:41 AM MST User:m209117 Database:MXESPRD1 Page:7 of 7 ENT1005 - Job Plan Details Report 4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR Labor Task ID Craft Vendor Labor Qty Hours MECH 1 36.0 Total Planned Labor Hours:36.0 Work Assets Location Asset Item Asset/Loc/Item Description Safety Plan Safety Plan Description Default?Work Type R00BRDG01 BRIDGE, ROADWAY, SOUTH CEDAR RIVER Y 35 Appendix E: As-Built Drawings for Levees and Floodwalls, Dated 12DEC03 Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Part II: Renton Stormwater Facilities Operations and Maintenance CITY OF RENTON SURFACE WATER DESIGN MANUAL 2022 City of Renton Surface Water Design Manual 6/22/2022 A-1 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS This appendix contains the maintenance requirements for the following typical stormwater flow control and water quality facilities and on-site BMPs (ctrl/click the title to follow the link): No. 1 – Detention Ponds No. 2 – Infiltration Facilities No. 3 – Detention Tanks and Vaults No. 4 – Control Structure/Flow Restrictor No. 5 – Catch Basins and Manholes No. 6 – Conveyance Pipes and Ditches No. 7 – Debris Barriers (e.g., trash racks) No. 8 – Energy Dissipaters No. 9 – Fencing No. 10 – Gates/Bollards/Access Barriers No. 11 – Grounds (landscaping) No. 12 – Access Roads No. 13 – Basic Bioswale (grass) No. 14 – Wet Bioswale No. 15 – Filter Strip No. 16 – Wetpond No. 17 – Wetvault No. 18 – Stormwater Wetland No. 19 – Sand Filter Pond No. 20 – Sand Filter Vault No. 21 – Proprietary Facility Cartridge Filter Systems No. 22 – Baffle Oil/Water Separator No. 23 – Coalescing Plate Oil/Water Separator APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-10 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Sediment accumulation Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-11 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Inlet/Outlet Pipe (cont.) Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. Damaged or missing grate Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-12 NO. 6 – CONVEYANCE PIPES AND DITCHES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/root growth in pipe Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged pipes Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive vegetation growth Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-17 NO. 11 – GROUNDS (LANDSCAPING) MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive growth of grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Trees and Shrubs Hazard tree identified Any tree or limb of a tree identified as having a potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. No hazard trees in facility. Damaged tree or shrub identified Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-43 NO. 32 – RAINWATER HARVESTING BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Insufficient storage volume No rain water in storage unit at the beginning of the rain season. Maximum storage available at the beginning of the rain season (Oct. 1). Collection Area Trash and debris Trash of debris on collection area may plug filter system Collection area clear of trash and debris. Filter Restricted or plugged filter Filter is partially or fully plugged preventing water from getting in to the storage unit. Filter is allowing collection water into storage unit. NO. 33 – ROCK PAD BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on rock pad site. Rock pad site free of any trash or debris. Rock Pad Area Insufficient rock pad size Rock pad is not 2 feet by 3 feet by 6 inches thick or as designed. Rock pad is 2 feet by 3 feet by 6 inches thick or as designed. Vegetation growth Vegetation is seen growing in or through rock pad. No vegetation within rock pad area. Rock Exposed soil Soil can be seen through the rock pad. Full thickness of the rock pad is in place, no soil visible through rock pad. NO. 34 – SHEET FLOW BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the sheet flow site. Sheet flow site free of any trash or debris. Sheet flow area Erosion Soil erosion occurring in sheet flow zone. Soil erosion is not occurring and rills and channels have been repaired. Concentrated flow Sheet flow is not occurring in the sheet flow zone. Sheet flow area is regraded to provide sheet flow. NO. 35 – SPLASH BLOCK BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the splash block. Splash block site free of any trash or debris. Splash Block Dislodged splash block Splash block moved from outlet of downspout. Splash block correctly positioned to catch discharge from downspout. Channeling Water coming off the splash block causing erosion. No erosion occurs from the splash block. Downspout water misdirected Water coming from the downspout is not discharging to the dispersal area. Water is discharging normally to the dispersal area. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-47 NO. 38 – SOIL AMENDMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Soil Media Unhealthy vegetation Vegetation not fully covering ground surface or vegetation health is poor. Yellowing: possible Nitrogen (N) deficiency. Poor growth: possible Phosphorous (P) deficiency. Poor flowering, spotting or curled leaves, or weak roots or stems: possible Potassium (K) deficiency. Plants are healthy and appropriate for site conditions Inadequate soil nutrients and structure In the fall, return leaf fall and shredded woody materials from the landscape to the site when possible Soil providing plant nutrients and structure Excessive vegetation growth Grass becomes excessively tall (greater than 10 inches); nuisance weeds and other vegetation start to take over. Healthy turf- “grasscycle” (mulch-mow or leave the clippings) to build turf health Weeds Preventive maintenance Avoid use of pesticides (bug and weed killers), like “weed & feed,” which damage the soil Fertilizer needed Where fertilization is needed (mainly turf and annual flower beds), a moderate fertilization program should be used which relies on compost, natural fertilizers or slow-release synthetic balanced fertilizers Integrated Pest Management (IPM) protocols for fertilization followed Bare spots Bare spots on soil No bare spots, area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction  To remediate compaction, aerate soil, till to at least 8-inch depth, or further amend soil with compost and re-till  If areas are turf, aerate compacted areas and top dress them with 1/4 to 1/2 inch of compost to renovate them  If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils)  Also consider site use and protection from compacting activities No soil compaction Poor infiltration Soils become waterlogged, do not appear to be infiltrating. Facility infiltrating properly Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow entering area, channelization of runoff) identified and damaged area stabilized (regrade, rock, vegetation, erosion control matting).For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures in place until permanent repairs can be made Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is healthy with a generally good appearance. Healthy vegetation. Unhealthy plants removed/replaced. Appropriate vegetation planted in terms of exposure, soil and soil moisture. Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer to current County noxious weed list). No noxious weeds present. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-48 NO. 39 – RETAINED TREES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Tree Dead or declining Dead, damaged, or declining Tree replaced per planting plan or acceptable substitute NO. 40 – FILTERRA SYSTEM MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED In addition to the specific maintenance criteria provided below, all manufacturer’s requirements shall be followed. Facility – General Requirements Life cycle Once per year, except mulch and trash removal twice per year Facility is re-inspected and any needed maintenance performed Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries, or paint Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet Excessive sediment or trash accumulation Accumulated sediments or trash impair free flow of water into system Inlet should be free of obstructions allowing free distributed flow of water into system Mulch Cover Trash and floatable debris accumulation Excessive trash and/or debris accumulation Minimal trash or other debris on mulch cover. Mulch cover raked level. “Ponding” of water on mulch cover “Ponding” in unit could be indicative of clogging due to excessive fine sediment accumulation or spill of petroleum oils Stormwater should drain freely and evenly through mulch cover Proprietary Filter Media/ Vegetation Substrate “Ponding” of water on mulch cover after mulch cover has been maintained Excessive fine sediment passes the mulch cover and clogs the filter media/vegetative substrate Stormwater should drain freely and evenly through mulch cover. Replace substrate and vegetation when needed Vegetation Plants not growing or in poor condition Soil/mulch too wet, evidence of spill, incorrect plant selection, pest infestation, and/or vandalism to plants Plants should be healthy and pest free Media/mulch too dry Irrigation is required Plants absent Plants absent Appropriate plants are present Excessive plant growth Excessive plant growth inhibits facility function or becomes a hazard for pedestrian and vehicular circulation and safety Pruning and/or thinning vegetation maintains proper plant density. Appropriate plants are present. Structure Structure has visible cracks Cracks wider than ½ inch Evidence of soil particles entering the structure through the cracks Structure is sealed and structurally sound APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 6/22/2022 2022 City of Renton Surface Water Design Manual A-2 No. 24 – Catch Basin Insert (not allowed in the city for oil control) No. 25 – Drywell BMP No. 26 – Gravel Filled Infiltration Trench BMP No. 27 – Gravel Filled Dispersion Trench BMP No. 28 – Native Vegetated Surface/Native Vegetated Landscape BMP No. 29 – Perforated Pipe Connections BMP No. 30 – Permeable Pavement BMP No. 31 – Bioretention BMP No. 32 – RainWater Harvesting BMP No. 33 – Rock Pad BMP No. 34 – Sheet Flow BMP No. 35 – Splash Block BMP No. 36 – Vegetated Roof BMP No. 37 – Rain Garden BMP No. 38 – Soil Amendment BMP No. 39 – Retained Trees No. 40 – Filterra System No. 41 – Compost Amended Vegetated Filter Strip (CAVFS) No. 42 – Media Filter Drain (MFD) No. 43 – Compost-Amended Biofiltration Swale Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix H Project Narrative City of Renton Project No: 27-3708 Project Narrative City of Renton: Cedar River 205 Levee Recertification Phase 3 Page 1 of 4 Project Name: Cedar River 205 Levee Recertification Contract: CAG-15-224 City Project No: 27-3708 Department: Surface Water Utility Project Manager: Chester Bennett Date: 2/15/2023 Cedar River 205 Levee Recertification - Project Narrative Summary The project is currently in phase 3 which includes the following: • Consultant led design of improvements noted in phase 2. • Consultant led federal and agency permitting requirements with city oversight. • Consultant led updates to the Levee Certification Report from phase 2. • Local permitting requirements to be coordinated by the City of Renton’s project manager. The required structural improvements to be designed in this phase were identified by Tetra Tech during subsequent phases. These improvements are necessary to allow certification of the levee system. This phase of work was awarded to Tetra Tech to deliver Plans, Specification and Estimate (PS&E) along with permitting submittals and approval, required reports, technical analysis, and all other support documents. Design reviews consist of 30%, 75%, 90%, and 100% which require review by the City of Renton (the City) as well as other required federal agencies to obtain permits for the proposed improvements. Tetra Tech will also prepare and submit required reports and revisions as required by the United States Army Corps of Engineers (USACE) and Federal Emergency Management Agency (FEMA). Technical Project Details The use of the sites varies based on location and includes: • Public Recreation • Commercial • Airport activities • Residential housing Relevant City of Renton Codes: • 4-3-050 • 4-3-090 • 4-8-080.G Relevant Impacts: • The project sites are near the Cedar River Shoreline on the right and left banks. City of Renton Project No: 27-3708 Project Narrative City of Renton: Cedar River 205 Levee Recertification Phase 3 Page 2 of 4 • Due to dispersed project sites work will be within the following zones: o Public Right-of-Way o CD o R-10 o Undesignated which includes the river channel • 9 trees are proposed for removal and mitigation for such impacts are proposed. Types and details are noted on construction plans. • In total 43 CF of total fill will be added to various sites for the project. See breakdown per site below: Area Sheet Fill (CY) Excavation (CY) Net Fill (CY) Net Excavation (CY) Area 4 Boeing Bridge C-109 259 195 64 0 Area 5 Stadium C-110 143 110 33 0 Area 11 Sidewalk C-111 13 13 0 0 Area 6 Senior Center C-112 104 150 0 46 Area 7 Airport Weather Station C-101 70 85 0 15 Area 8 Airport Wall C-102 0 0 0 0 Area 8 Airport Wall C-103 67 75 0 8 Area 9 E Perimeter MSE C-105 238 245 0 7 Area 10 Sub Shop C-107 207 185 22 0 Totals 119 CY 76 CY Total Project = 43 CY of fill • No offsite improvements are proposed or required. All improvements related to the project are shown in the construction plans which include mitigation plantings. • No new lots or easements will be required or created with the proposed work. • No views will be obstructed due to proposed work and modifications to the levee system. • Site drainage conditions and patterns will be unaffected by the work and will maintain overland sheet flow dispersion and collection of low-lying areas with city compliant drainage and conveyance structures. • According to the geotechnical borings and report dated Nov 17, 2017 by Lyle J. Stone, PE of GeoEngineers the project contains “…a soil profile of interbedded alluvial sands, silts, clays and gravels. As expected in an alluvial soil profile, the layers of soils vary in thickness and composition along the length of the project area.” City of Renton Project No: 27-3708 Project Narrative City of Renton: Cedar River 205 Levee Recertification Phase 3 Page 3 of 4 Background The Cedar River levees were designed by the USACE in the mid-1990s, and their construction began in April 1999. In December 2000, the flood control was complete. The Cedar River levees are part of the Cedar River Section 205 Flood Damage Reduction project, constructed in cooperation with the USACE. The levees are located on the lower 1.25 miles of the Cedar River and extend from Williams Avenue N to the mouth of the Cedar River at Lake Washington. The Cedar River 205 project protects portions of downtown Renton, The Boeing Company’s 737 plant, and the Renton Municipal airport from the 100-year flood. At the time of completion of the levees in December of 2000 the obligations for operation and maintenance were transferred to the City of Renton. The USACE started certification of this levee system in 2004 which allows for adjacent areas (listed above) to be mapped as outside of the FEMA 100-year floodplain critical area. However, in July of 2012 the USACE informed the City that the certification previously issued by the USACE would expire in August 2013. If the levee is not certified, then the levee cannot be considered to offer sufficient protection to keep the areas in the lower 1.25 miles of the Cedar River outside of the 100-year floodplain. Thus, the City is responsible to manage necessary certification of the levee system to keep current FEMA floodplain mapping unchanged. Project Work – Completed RFP Advertisement and Award In August 2015, the City of Renton Surface Water Engineering advertised a request for proposal for engineering consulting services to evaluate and certify the Cedar River 205 right bank and left bank levees and floodwalls and seek reaccreditation by FEMA in accordance with FEMA requirements. Following the evaluation of the proposals received and the conduction of interviews, Tetra Tech was selected in October 2015 to perform the work and services required to achieve the recertification and reaccreditation of the levee. The Engineering Consultant Contract, CAG-15-224, with Tetra Tech was signed by the Mayor on December 7, 2015. Phase 1 – Preliminary Assessment Phase 1 began in December of 2015 and contained two amendments (No 1 and No 2) both issued in 2016. Phase 1 work consisted of data collection and preliminary hydraulic and geotechnical assessments. The final product in this phase was a report that defines the analyses needed for the certification analysis and defined the scope of work for Phase 2. Phase 2 – Analysis and Certification Findings Report Phase 2 began in June of 2018 and contained two amendments (No 3 and No 4) issued in 2018 and 2019 respectively. Phase 2 work included the technical engineering analysis required for certifying the levees and the compilation of the certification report. Phase 2 expanded upon the preliminary analyses that were conducted for Phase 1 in order to determine any necessary improvements that would be required in order for Tetra Tech to issue a certification of the levee system. The final product is the Levee Certification Report. City of Renton Project No: 27-3708 Project Narrative City of Renton: Cedar River 205 Levee Recertification Phase 3 Page 4 of 4 Project Work – Current and Ongoing Phase 3 – Design Plans Specs & Estimate and Permitting Phase 3 began in June 2019 with amendment No 5 issued June 2019 and is continuing via amendment No 6 issued April 2022. Phase 3 is a result of the technical analyses in phase 2 that identified structural improvements necessary to allow certification of the levee system by Tetra Tech. The project is currently working to finalize 90% design plans, review specifications, complete permits with the USACE and other federal agencies, and begin coordination of local permitting requirements for the City of Renton. The final deliverables for Phase 3 include: • Design drawings of levee improvements • All relevant permits and support documents, federal and local. • An updated Levee Certification Report and associated technical memorandum • Preparation of all required Conditional Letters of Mapping Revision (CLOMR) application documents The City will conduct submittal plan reviews for 30%, 75%, 90% and 100% (Final) designs to meet local standards and submittal requirements for capital improvement projects. Tetra Tech will prepare all materials necessary with oversight from the City for permitting submittals including but not limited to: • Review and approval of USACE Section 408 permit and associated reports along with Endangered Species Act compliance and National Environmental Policy Act (NEPA) review and determination. • Submittal of Conditional Letters of Mapping Revision (CLOMR) application for review and approval to FEMA and associated application documents. Once all federal and agency review processes and permits have been reviewed and approved comments from these reviews will be incorporated into the PS&E package. Project Work – Upcoming Currently construction is planned for a subsequent phase of work forecasted to begin May of 2024 and go through May of 2025. Tetra Tech’s services are forecasted for work in phase 4 of this project. Subsequent phases of work will be determined as needed. Phase 4 – Construction Support Once the 100% PS&E package is finalized and appropriate permits obtained the project will be posted for bid in April of 2023. During which time Tetra Tech will provide bidding support through May of 2023. Once a contractor is selected Tetra Tech will provide construction engineering support. Construction is forecasted to begin May 2023 and go through May of 2024. Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix I Special Reports Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Biological Assessment Biological Assessment and Essential Fish Habitat Evaluation Cedar River 205 Levee Certification Project Renton, Washington for Tetra Tech, Inc February 16, 2022 Biological Assessment and Essential Fish Habitat Evaluation Cedar River 205 Levee Certification Project Renton, Washington for Tetra Tech, Inc February 16, 2022 1101 South Fawcett Avenue, Suite 200 Tacoma, Washington 98402 253.383.4940 Biological Assessment and Essential Fish Habitat Evaluation Cedar River 205 Levee Certification Project Renton, Washington File No. 0693-078-01 February 16, 2022 Prepared for: Tetra Tech 1420 5th Avenue, Suite 650 Seattle, Washington 98101 Attention: Bill Fullerton Prepared by: GeoEngineers, Inc. 1101 South Fawcett Avenue, Suite 200 Tacoma, Washington 98402 253.383.4940 Emily R. Hurn Project Scientist David B. Conlin, MS, PWS Senior Biologist Joseph O. Callaghan, MS, PWS Principal ERH:DBC:JOC:tlm:mce Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. February 16, 2022 | Page i File No. 0693-078-01 Table of Contents 1.0 INTRODUCTION .................................................................................................................................................. 1 1.1. Purpose and Need ...................................................................................................................................... 1 1.2. Project Location .......................................................................................................................................... 1 1.3. Site Description ........................................................................................................................................... 2 2.0 DESCRIPTION OF THE PROPOSED ACTION .................................................................................................... 2 2.1. Project Description ...................................................................................................................................... 2 2.2. Construction Schedule and Sequence ...................................................................................................... 3 2.3. Impact and Minimization Measures .......................................................................................................... 4 2.3.1. Best Management Practices (BMPs) .............................................................................................. 4 2.3.2. General Conservation Measures .................................................................................................... 4 2.3.3. Additional Measures to Reduce Impacts to Species and Habitats .............................................. 5 3.0 ACTION AREA ..................................................................................................................................................... 6 3.1. Operation of Construction Equipment ....................................................................................................... 6 3.2. Construction-Related Noise........................................................................................................................ 6 3.3. Water Quality ............................................................................................................................................... 7 3.4. Habitat Alteration ........................................................................................................................................ 7 3.4.1. Riparian Vegetation ......................................................................................................................... 8 3.4.2. Floodplain Habitats and Processes ................................................................................................ 8 3.5. Action Area Summary ................................................................................................................................. 8 4.0 SPECIES AND HABITAT INFORMATION ........................................................................................................... 9 4.1. Species and Critical Habitat that May be Present in the Action Area ...................................................... 9 4.2. Species and Critical Habitat Not Addressed in the Biological Evaluation ............................................ 10 4.3. Utilization of Habitats by Listed Species ................................................................................................ 10 4.3.1. Chinook Salmon ........................................................................................................................... 11 4.3.2. Steelhead ...................................................................................................................................... 11 4.3.3. Bull Trout ....................................................................................................................................... 11 4.3.4. Primary Constituent Elements of Salmon and Steelhead Critical Habitat ................................ 11 4.4. Occurrence Summary .............................................................................................................................. 12 5.0 ENVIRONMENTAL BASELINE.......................................................................................................................... 13 5.1. Terrestrial Habitat .................................................................................................................................... 13 5.1.1. Topography ................................................................................................................................... 13 5.1.2. Vegetation ..................................................................................................................................... 13 5.1.3. Suitable Habitat ............................................................................................................................ 13 5.2. Freshwater Aquatic Habitat ..................................................................................................................... 13 5.2.1. General Aquatic Conditions ......................................................................................................... 14 5.2.2. Suitable Habitat ............................................................................................................................ 14 6.0 ANALYSIS OF EFFECTS ON SPECIES AND HABITAT .................................................................................... 14 6.1. Operation of Construction Equipment .................................................................................................... 15 6.2. Construction-Related Noise..................................................................................................................... 15 6.3. Habitat Alteration ..................................................................................................................................... 15 February 16, 2022 | Page ii File No. 0693-078-01 6.3.1. Riparian Habitat ........................................................................................................................... 15 6.3.2. Food Web Dynamics and Prey Resources .................................................................................. 16 6.3.3. Floodplain Habitat Functions ....................................................................................................... 16 6.4. Impacts to Water Quality ......................................................................................................................... 17 6.5. Interrelated and Interdependent Actions ............................................................................................... 17 7.0 EFFECT DETERMINATIONS ............................................................................................................................ 17 7.1. Chinook Salmon and Steelhead ............................................................................................................. 17 7.2. Bull Trout .................................................................................................................................................. 18 8.0 ESSENTIAL FISH HABITAT EVALUATION ....................................................................................................... 18 8.1. Designated EFH within the Action Area .................................................................................................. 19 8.2. Effects of the Proposed Action on EFH ................................................................................................... 19 9.0 CONCLUSIONS ................................................................................................................................................. 19 10.0 REFERENCES ................................................................................................................................................... 20 LIST OF FIGURES Figure 1. Cedar River Section 205 Levee System Improvement Locations Overview and Vicinity Map Figure 2. Cedar River Section 205 Levee System Vicinity Map and Action Area APPENDICES Appendix A. Project Design Drawings Appendix B. Species Lists February 16, 2022 | Page 1 File No. 0693-078-01 1.0 INTRODUCTION The City of Renton (City) is proposing to complete the Cedar River 205 Levee Certification Project, which consists of improvements to the existing Cedar River levee system to meet current flood design standards necessary for levee certification. The existing flood protection system is located on both banks of the lower Cedar River within the limits of the City of Renton, Washington. The levee system consists of earthen levee embankments (levees) and floodwalls along both banks of the lower 1.25 miles of the Cedar River between the river mouth at Lake Washington and just upstream of the Logan Avenue Bridge, as shown on the attached Cedar River Section 205 Levee System Improvement Locations Overview and Vicinity Map (Figure 1). As part of the recertification process, deficiencies in the flood protection system have been identified and will be corrected. 1.1. Purpose and Need The certification of the Cedar River Section 205 Levees was considered invalid by the U.S. Army Corps of Engineers (USACE) in August 2013. The Federal Emergency Management Agency (FEMA) granted a provisional accreditation status in 2016, with the expectation that the City is continuously working on accreditation. Leaving the levee unaccredited would remove the levee from the Flood Insurance Rate Map (FIRM) as providing protection for the 100-year recurrence interval flood event. This would change the flood hazard area protected by the levees from Zone X to Zone A, which would enforce floodplain management regulations and federal mandatory purchase of flood insurance. The area protected by the levees includes Renton Municipal Airport, the Boeing Commercial 737 Airplane Production Facility, the Renton Senior Center, the regional Cedar River Trail park and residential/commercial areas on both the left and right banks. Reclassifying the floodplain as a special flood hazard area would create gross economic and developmental impacts. The purpose of this Biological Assessment (BA) is to satisfy consultation requirements under Section 7 of the Endangered Species Act (ESA) in support of the Conditional Letter of Map Revision (CLOMR) application to FEMA, which will include proposed levee system improvements to meet current design standards and is intended to result in approval of levee modifications necessary to recertify the flood protection system. An Essential Fish Habitat (EFH) evaluation is also included for Magnuson Stevens Fishery Conservation and Management Act (MSA) compliance. GeoEngineers, Inc. (GeoEngineers) was subcontracted by Tetra Tech, Inc. (Tetra Tech) to prepare this BA report on behalf of the City. This document has been prepared based on current levee system improvement designs advanced to a 75 percent design level. 1.2. Project Location The project reach is located on the Cedar River upstream (south) from its mouth at the south end of Lake Washington in Renton, Washington, within Township 23 North, Range 5 West, Sections 7 and 18. Proposed improvements are located from just upstream (south) of the Logan Avenue bridge downstream (north) to the river mouth at Lake Washington, which defines the project reach (site) for purposes of analysis. Additionally, the proposed improvements occur at discrete locations within the project reach where levee deficiencies have been documented, but do not encompass the entire levee system. The analysis of impacts was therefore limited to the specific areas where improvements are proposed. A Vicinity Map and Improvement Locations Overview is included as Figure 1. February 16, 2022 | Page 2 File No. 0693-078-01 1.3. Site Description There are three bridges within the project reach, including (from upstream to downstream): Logan Avenue Bridge, South Boeing Bridge and North Boeing Bridge. Renton Municipal Airport is located west of the left bank of the lower river, and Boeing facilities and a public park (Cedar River Trail Park) are located east of the right bank of the lower river below Logan Avenue. Other commercial, industrial and residential developments are present upstream (south) of Logan Avenue. Within the project reach, between river mile 0 and 1.23, the Cedar River is a constructed channel that historically has required periodic maintenance dredging to reduce the bed elevation and ensure flood protection to surrounding areas. The river is channelized through the project reach and the banks are armored in numerous areas with riprap, concrete, gabion baskets and/or wood retaining walls. Vegetation within the riparian zone along this stretch of the Cedar River is comprised of a mix of: mature native trees and shrubs; recently planted native trees, shrubs and herbaceous species that were installed as mitigation for the most recent maintenance dredging cycle, which was completed in 2016; park landscaping trees, shrubs and mowed grasses; unmaintained grass areas; and sections dominated by invasive species. Native tree species located within the riparian zone include red alder (Alnus rubra), Pacific willow (Salix lasiandra), Sitka willow (Salix sitchensis) and black cottonwood (Populus balsamifera ssp. trichocarpa). Additional native shrubs and herbaceous species within the riparian zone include vine maple (Acer circinatum), snowberry (Symphoricarpos albus), Nootka rose (Rosa nutkana), clustered wild rose (Rosa pisocarpa), redosier dogwood (Cornus sericea), twinberry (Lonicera involucrate), Pacific ninebark (Physocarpus capitatus), sword fern (Polystichum munitum), lady fern (Athyrium filix-femina) and scouring rush (Equisetum hyemale). Many of these species were recently installed. Typical invasive species include Japanese knotweed (Polygonum cuspidatum), reed canarygrass (Phalaris arundinacea), Himalayan blackberry (Rubus armeniacus) and Scotch broom (Cytisus scoparius). 2.0 DESCRIPTION OF THE PROPOSED ACTION 2.1. Project Description The proposed levee improvements include minor modifications at eight improvement sites associated with the existing levee and floodwall system along both the left and right banks of the Cedar River. Project design drawings are provided as Appendix A, Project Design Drawings, showing the locations of each improvement area in detail. A summary of the proposed locations and description of improvements are provided in Table 1 below: February 16, 2022 | Page 3 File No. 0693-078-01 TABLE 1. SUMMARY OF LEVEE IMPROVEMENT AREAS Location (Levee Stationing) Description of Improvement Right Bank 49+60 Improve Floodwall to Embankment Transition. The existing floodwall will be embedded into an elevated embankment. The embankment will be elevated using common borrow material. See Sheet C-111 in Appendix A for more details. 63+50 to 64+20 Raise Levee Embankment. Adjacent to the trail, the existing embankment will be raised by adding common borrow. The crown width of the embankment is 8 feet. See Sheet C-112 in Appendix A for more details. 65+50 Replace Sidewalk. The sidewalk will be reconstructed in its existing alignment to slightly raise the elevation in compliance with levee crest requirements. See Sheet C-113 in Appendix A for more details. 66+35 to 68+85 Raise/Extend Floodwall. Approximately 3.5 feet from the Senior Center Building, a new floodwall will be installed. This will require removal of existing shrubs and excavation to install the floodwall footing and floodwall. The reinforced concrete floodwall is approximately 4 feet wide and buried approximately 3 feet into the ground. See Sheet C-114 in Appendix A for more details. Left Bank 19+20 Improve Transition from Levee Embankment to Wall. An additional 26 linear feet of floodwall will be added to the existing floodwall. This will require excavation of approximately 5 feet to install the floodwall footing and reinforced concrete floodwall. The excavation area will be backfilled with excavated native material or substituted fill that meets specifications. See details on Sheet C-101 in Appendix A for more details. 26+50 to 29+60 Raise Floodwall. The existing floodwall will be raised with a cast-in-place concrete cap. See Sheets C-102 and C-104 in Appendix A for more details. 29+60 to 33+50 Raise Levee Embankment with Curb Wall. This section will require shallow excavation for installation of the curb wall. Proposed curb wall is approximately 3 feet from the existing asphalt pavement and will be 18 inches high by 6 inches wide. A guard rail will be installed for full length of curb wall. See Sheets C-103 and C-104 in Appendix A for more details. 55+70 to 56+90 Widen Levee Embankment with Retaining Wall. Excavation landward of the existing floodwall approximately 20 feet wide and several feet deep to install a 4-inch-thick layer of base coarse material prior to construction of the Mechanically Stabilized Earth (MSE) retaining wall. The MSE is 11 inches wide and approximately 3 feet tall. See Sheets C-105, C-106 and C-107 in Appendix A for more details. 58+10 to 59+85 Construct Floodwall, Reconstruct Damaged Floodwall and Raise Levee Embankment. A new floodwall will be installed adjacent to the sidewalk. The existing damaged floodwall will be reconstructed and raised with cast-in-place concrete. The existing adjacent embankment will also be raised. The floodwall and embankment activities will require shallow excavation. See Sheets C-109 and C-110 in Appendix A for more details. 2.2. Construction Schedule and Sequence Currently, construction of the project is scheduled to start in summer 2022, pending CLOMR approval and receipt of applicable environmental permits. Construction is anticipated to take approximately 2 years to complete, tentatively concluding in summer 2024. It should be noted that the project schedule is only a likely representation of what the actual schedule may be and variations in work timing and possible phasing February 16, 2022 | Page 4 File No. 0693-078-01 may occur due to funding, contractor delays or adverse weather conditions. A generalized construction schedule at each improvement location follows: ■ Install temporary erosion and sediment control (TESC) measures and construction best management practices (BMPs) ■ Clearing and grubbing ■ Stripping and excavation/sawcut ■ Compacted fill/base course ■ Install wall footings (if applicable) ■ Fill and compact earthen embankments to meet freeboard requirement (if applicable) ■ Install curbs/walls or raise walls (if applicable) ■ Levee overbuild/regrading ■ Concrete/asphalt paving and other site restoration ■ Landscaping/replanting and associated habitat mitigation 2.3. Impact and Minimization Measures 2.3.1. Best Management Practices (BMPs) Conservation measures and BMPs will be employed during construction activities to avoid impacts to listed species and their habitat. Conservation measures will focus on: (1) constructing the levee outside the ordinary high water mark (OHWM); (2) managing stormwater quality (see below); (3) minimizing construction noise; and (4) reducing the possibility of spills, preventing soil erosion and minimizing impacts to vegetation. Special measures will be taken to ensure that generated waste materials requiring disposal (such as construction debris, and land clearing debris) will be disposed of off-site and in accordance with applicable regulations. Adequate materials and procedures will be readily available on the site to respond to unanticipated weather conditions or accidental releases of materials, and a protocol for contacting Washington Department of Fish and Wildlife (WDFW) will be readily available in the event that activities are observed to result in fish kills, fish in distress or other water quality problems. 2.3.2. General Conservation Measures ■ The TESC plan will be fully implemented as part of a Stormwater Pollution Prevention Plan (SWPPP). Construction techniques will utilize BMPs such as those described in the most recent version of Washington State Department of Transportation’s (WSDOT) Standards and Specifications for Road, Bridge, and Municipal Construction (WSDOT 2021) and Washington State Department of Ecology’s (Ecology) Stormwater Management Manual for Western Washington (Ecology 2019), and as required by the City stormwater code. Appropriate erosion control measures will be erected at appropriate locations according to the SWPPP. ■ The contractor will prepare a Spill Prevention, Control and Countermeasures (SPCC) Plan for this project. Spills will be handled and disposed of in a manner that does not contaminate the surrounding area. Adequate materials and procedures to respond to unanticipated weather conditions or accidental releases of materials (sediment, petroleum hydrocarbons, etc.) will be available on site. The SPCC Plan will also ensure the proper management of oil, gasoline and solvents used in the operation and February 16, 2022 | Page 5 File No. 0693-078-01 maintenance of construction equipment and that equipment remains free of external petroleum-based products prior to entering the work area and during the work, and for making necessary repairs prior to returning the equipment to operation in the work area. ■ An emergency spill containment kit must be located on site along with a pollution prevention plan detailing planned fueling, materials storage and equipment storage. Waste storage areas must be prepared to address prevention and cleanup of accidental spills. ■ Construction-related debris within riparian/shoreline areas (200 feet from waterbodies) will be cleaned up daily. Proper conservation measures will be taken to ensure that debris will not contaminate critical areas. ■ Waste materials, including concrete, riprap, miscellaneous garbage and/or other debris removed from the project site, will be transported off-site for disposal in accordance with applicable regulations. ■ Work will follow other local, state and federal regulations and restrictions. ■ Within riparian/shoreline areas, excavation will be limited to those areas necessary for access to the work areas and construction activities. The construction limits will be marked in the field and equipment will not be allowed outside the work area. ■ Adequate materials will be maintained on site to respond to weather conditions and modify the construction plan as needed to accommodate unanticipated events. ■ Routine inspections of the erosion control measures will be conducted daily to ensure the effectiveness of the measures and to identify the need for maintenance or additional control measures. ■ Grading and construction will be phased to reduce the time that soil is exposed to the extent possible. ■ Silt fences will be constructed around excavation areas that are within the riparian/shoreline zone. ■ Spoil stockpiles within the riparian/shoreline zone will be contained using BMPs to reduce the potential for introduction of fine sediments into adjacent waters. ■ Disturbed slopes will be hydroseeded following project completion. ■ Disturbance will be limited to the smallest area feasible for each phase of the project and element under construction and will stay within the limits of construction as identified on the site plans. ■ Fueling areas will be distinctly identified and established outside of riparian/shoreline zones, but within the construction area. These areas will be equipped with spill prevention and control devices. 2.3.3. Additional Measures to Reduce Impacts to Species and Habitats Specific conservation measures and BMPs to minimize impacts to species and habitats could include but are not limited to: ■ There will be no work below the OHWM of waterbodies under state or federal jurisdiction. ■ The project will obtain and comply with conditions that will be outlined in state and federal permits. ■ Debris resulting from construction within the riparian/shoreline zone shall be removed from the project area and prevented from entering the river. ■ Construction procedures within riparian/shoreline areas have been designed to minimize the opportunity for erosion to occur or sediment-laden water to enter downstream areas. February 16, 2022 | Page 6 File No. 0693-078-01 ■ Depending on slope and weather conditions, sediment laden run-off will be managed with appropriate stormwater BMPs such as silt fences, sediment traps and other approved measured. 3.0 ACTION AREA The Action Area is defined as “all areas to be affected directly or indirectly by the federal action and not merely the immediate area involved in the action” (50 Code of Federal Regulations [CFR] §402-02). The Action Area, therefore, includes the spatial extent of direct and indirect effects, as well as effects of interrelated and interdependent activities of the project. Many project effects are temporary in nature, occurring during or immediately after construction; other project effects may persist after project completion as a result of long-term changes to the environment. For this project, the Action Area was identified as the footprint of the levee improvements as well as the surrounding area within which noise effects will extend (which varies depending on levee construction type) above land and water surfaces, as shown on Figure 2, Cedar River Section 205 Levee System Vicinity Map and Action Area. The Action Area includes upland and riparian but does not include any aquatic habitats as no work will be performed below the OHWM and no effects of the project generated in upland locations are anticipated to extend below the OHWM. Project-specific effects that were considered to identify the Action Area for the project include: ■ Operation of construction equipment (direct effect, short-term temporary impact); ■ Construction-related noise (direct effect, short-term temporary impact); ■ Degradation of water quality (direct effect, short-term impact); and ■ Habitat alteration (direct and indirect effects, potential for both short-term and long-term impacts). The spatial extents of these effects were used to identify the Action Area, as discussed in the following sections. 3.1. Operation of Construction Equipment During construction of the levee repairs, equipment will operate in natural habitat areas potentially utilized by terrestrial species. There will be no in-water work within the Cedar River as part of this project. Species occupying terrestrial forested or other vegetated areas, if present, could be affected as a result of interaction with construction equipment and/or construction materials. 3.2. Construction-Related Noise Construction-related noise will occur as a result of operation of general construction equipment. This effect is limited to the construction period and will not persist once construction is complete. Construction-related noise will permeate terrestrial (in-air) environments and may carry into the surrounding environment beyond the project site. Construction-related noise will not affect aquatic (underwater) environments because construction will occur above OHWM. The extent that in-air noise will permeate the surrounding environment was estimated using guidance provided by WSDOT (2020). These activities will require the use of heavy machinery. Heavy machinery includes earth-moving equipment such as excavators, front end loaders, haul trucks and other equipment. February 16, 2022 | Page 7 File No. 0693-078-01 Excavator, concrete saw and paving equipment are the three loudest pieces of equipment to be used at the site, both the excavator and the concrete saw generate 85 decibles A (dBA) and the paving equipment generates 82 dBA, at a distance of 50 feet (WSDOT 2020). Due to the possibility of all three pieces of machinery being operated simultaneously, the rule of decibel addition provided in the WSDOT BA Manual (WSDOT 2020) was applied to the construction noise assessment. Based on this analysis, construction noise is estimated to be up to 89 dBA if all of these pieces of equipment are run simultaneously. The project area is located adjacent to Renton Municipal Airport. The WSDOT BA Manual (2020) identifies jet takeoff to generate noise levels of up to 120 dBA at a distance of 200 feet and regular noise intrusions from traffic and aircraft overflights to generate noise levels between 45 and 72 dBA. This site is immediately adjacent to the airport and surrounded by heavy urban traffic; therefore, a relatively conservative noise level of 70 dBA was selected for ambient background noise at the site. Although there is a narrow riparian buffer (more significant on the east bank) and some grassy areas on both sides of the river, the project surroundings are generally dominated by buildings, paved surfaces and water (Cedar River and Lake Washington), creating a “hard site” condition as defined for the purposes of estimating noise level attenuation (WSDOT 2020). Based on the noise level from the loudest pieces of equipment (89 dBA) and attenuation calculated by the equation provided in the WSDOT BA Manual (WSDOT 2020) with “hard site” conditions, the distance from the project site at which the loudest equipment would become indistinguishable from background in-air, ambient noise conditions (i.e., 70 dBA) is approximately 446 feet. 3.3. Water Quality The project is expected to have minimal impact to water quality of the Cedar River, since there is no in- water work and the application of construction stormwater BMPs and spill prevention activities. In the event of failure of these protective measures, there is a potential for impact to river water quality from sediment erosion, spilling hazardous materials or release of petroleum-based products during construction. This potential is limited to the construction period and would not have lasting impacts once construction is complete. The potential for sediment erosion and spills will be controlled through proper implementation of BMPs. The project does not have the potential to impact water quality indirectly as a result of long-term changes because there will be no new pollution-generating impervious surfaces (PGIS) resulting from this project and there will be no long-term change to the discharge volume and treatment of stormwater. The zone of influence in which water quality could be temporarily impacted because of spills or other construction-related degradation is limited to the Cedar River which is immediately adjacent to the project construction footprint. 3.4. Habitat Alteration Habitat alteration may result from direct impacts to riparian vegetation from levee improvement construction, as well as indirect changes in flood storage capacity, availability of refuge habitat and habitat forming processes. Direct effects (impacts to vegetation) and indirect effects (impacts to other floodplain habitats and processes) are discussed separately in the following sections. Alteration of stream habitats is not anticipated. February 16, 2022 | Page 8 File No. 0693-078-01 3.4.1. Riparian Vegetation Impacts to riparian vegetation within the Protected Area will be limited. Where the levee alignment is immediately adjacent to the river, the concrete floodwall will generally be constructed at the immediate edge of existing road infrastructure, thereby minimizing impacts to riparian vegetation. There will be approximately 12,000 square feet of temporary impacts and 1,200 square feet of permanent impacts to shrubs and turf grass due to construction. The existing riparian vegetation that will be affected is mostly comprised of turf grass, invasive shrubs and ornamental landscape shrubs, with some native shrub areas being temporarily affected as well (but no native shrub areas permanently removed). A total of nine native trees will be removed as well from within the riparian vegetation conservation buffer. In-kind mitigation for riparian buffer impacts is proposed through a combination of the following: ■ Restoring all temporarily impacted areas with vegetation equal in habitat value or better than what was temporarily removed. For example, turf grass will typically be replaced with turf grass, landscape and invasive shrubs will be replaced with native shrubs and native shrubs will also be replaced with native shrubs. ■ Removal of invasive vegetation and installation of native plants in additional compensatory riparian mitigation areas to offset permanent impacts to invasive shrub communities. Compensatory riparian mitigation areas are located within the project reach to provide on-site improvement of ecological functions. ■ Replacement of native trees removed at a ratio exceeding 2:1 within the replanted areas. Details regarding riparian vegetation mitigation are provided in the Riparian Habitat Mitigation Plan (GeoEngineers 2021) and the riparian planting plan is included in Appendix A. The zone of influence for potential alteration of riparian habitats is limited to areas directly impacted by construction activity, which is defined as the construction footprint, including the compensatory mitigation areas that will be cleared of invasive species and planted with native riparian vegetation as mitigation for the project. 3.4.2. Floodplain Habitats and Processes The zone of influence for potential alteration of floodplain habitats and processes is limited to undeveloped habitat areas within the levee improvement construction footprint as well as landward of where the levee improvements will be constructed. This zone includes minimal undeveloped riparian vegetation as well as some turf grass areas associated with the Senior Activities Center and the Renton Municipal Airport. These areas may extend some distance from the levee and/or river, but all occur within the same zone of influence identified for noise above. 3.5. Action Area Summary The overall Action Area includes the spatial extent of all project effects on the environment and is presented in Figure 2. Because of the construction sequencing and the planned BMPs, stormwater and debris will largely be contained within the project limits; therefore, the in-air noise effects from construction activities will extend the furthest (446 feet) and set the boundary for the Action Area, which will define the limits of analyses for effects on species and habitats. February 16, 2022 | Page 9 File No. 0693-078-01 4.0 SPECIES AND HABITAT INFORMATION Species listed under the ESA fall under the jurisdiction of one of two federal agencies: the U.S Fish and Wildlife Service (USFWS) for terrestrial and freshwater species, and the National Marine Fisheries Service (NMFS) for marine species. A list of the listed or proposed species and designated or proposed critical habitat for the project area was obtained from the USFWS (2021a; 2021b). Lists of the listed or proposed species and designated or proposed critical habitat for marine species in the Puget Sound were also obtained from NOAA Fisheries/NMFS (NOAA Fisheries 2021). These official species lists and critical habitat maps are included in Appendix B, Species Lists. According to WDFW Priority Habitats and Species (PHS) data and USFWS Information for Planning and Consultation (IPaC) data, the project site potentially contains numerous fish species. Washington State Department of Natural Resources (DNR) shows no sensitive plant records in the vicinity of the project (DNR 2020). 4.1. Species and Critical Habitat that May be Present in the Action Area The USFWS and NMFS lists identify species and critical habitat potentially present within the Action Area based on regional distribution. Consequently, not all species on these lists are expected to occur within the Action Area based on actual habitat conditions and occurrences. Information regarding the presence of listed species within the Action Area was obtained from the WDFW PHS online mapper (WDFW 2021a) and USFWS IPaC (USFWS 2020). A summary of listed species and critical habitat status found in the Action Area is listed in Table 2. TABLE 2. ESA SPECIES AND CRITICAL HABITAT THAT MAY OCCUR IN THE ACTION AREA Common Name Specific Name Status Jurisdiction Critical Habitat Presence1 Gray wolf Canis lupus Proposed Endangered USFWS N/A North American wolverine Gulo gulo luscus Proposed Threatened USFWS N/A Marbled murrelet Brachyramphus marmoratus Threatened USFWS No Streaked horned lark Eremophila alpestris strigata Threatened USFWS No Yellow-billed cuckoo Coccyzus americanus Threatened USFWS No Chinook Salmon Oncorhynchus tshawytscha Threatened NMFS Yes Steelhead Oncorhynchus mykiss Threatened NMFS Yes Bull trout Salvelinus confluentus Threatened USFWS No Notes 1. Critical habitat listings are as follows: Yes indicates that critical habitat occurs in within the Action Area; No indicates that critical habitat for the species has been designated but it does not occur within the Action Area; N/A indicates that critical habitat has not been designated or proposed for the species. February 16, 2022 | Page 10 File No. 0693-078-01 4.2. Species and Critical Habitat Not Addressed in the Biological Evaluation The following is a list of species and critical habitat that are not addressed further in this report due to lack of suitable habitat in the Action Area: ■ Gray wolf (Canis lupus). Gray wolves are wide ranging and will occupy a variety of habitat types with no apparent preference for one type or another. They tend to be present in areas with few roads, low human presence and abundant prey bases. A minimum of approximately 4,000 to 5,000 square miles of contiguous habitat with low road density may be required to support a viable population. Gray wolves are reported to be rare in Washington and they are considered critically imperiled (i.e., at very high risk of extinction because of extreme rarity, very steep declines or other factors) (NatureServe 2021). PHS data does not indicate their presence in the Action Area (WDFW 2021a). The Action Area does not contain habitat for this species due to the lack of suitable forested areas and the presence of urban human activities. Therefore, gray wolves are not expected to occur in the Action Area. ■ North American Wolverine (Gulo gulo luscus). There are no known North American Wolverines inhabiting Renton. Wolverines are not expected to occur in the urban environment of the City. The likelihood of a wolverine entering the Action Area is minimal to none. ■ Marbled murrelet (Brachyramphus marmoratus). Marbled murrelet foraging occurs in marine waters and nesting occurs in old growth and mature forests. The closest designated critical habitat for the marbled murrelet occurs approximately 30 miles east of the Action Area for the project (USFWS 2021b). The Action Area does not contain habitat for this species due to the lack of marine foraging areas or old growth forest nesting areas. Therefore, marbled murrelets are not expected to occur in the Action Area. ■ Streaked Horned Lark (Eremophila alpestris strigata). This species typically utilizes open spaces dominated by grasses and other herbaceous vegetation (Stinson 2005). The adjacent Renton Municipal Airport partially meets these habitat needs but consists of predominantly asphalted surfaces and is surrounded by urban development. Although airports typically provided suitable habitat for this species, there are no populations identified at the Renton Municipal Airport (Stinson 2016). Therefore, streaked horned larks are not expected to be within the project area. ■ Yellow-billed cuckoo (Coccyzus americanus). Yellow-billed cuckoos are associated with open deciduous woodlands and deciduous forests that are at least 25 acres in size (NatureServe 2021). Yellow-billed cuckoos are not expected to occur in the developed riverine and shoreline environment where there are limited forested areas. The likelihood of a yellow-billed cuckoo entering the Action Area is minimal to none. 4.3. Utilization of Habitats by Listed Species Terrestrial habitats surrounding the project site are influenced by urban development. Vegetation within the riparian zone along this stretch of the Cedar River is comprised of a mix of: mature native trees and shrubs; recently planted native trees, shrubs and herbaceous species that were installed as mitigation for the 2016 maintenance dredging cycle; park landscaping, including ornamental trees, shrubs and mowed grasses; unmaintained grass areas; and sections dominated by invasive species. Aquatic habitats adjacent to the levees is highly modified as a result of the history of channel modification including the re-alignment of the lower Cedar River, as well as recurring dredging. The lower Cedar River through the project area is a straightened channel with floodwalls and levee embankements on either side, February 16, 2022 | Page 11 File No. 0693-078-01 bank armoring in places, and several bridges. Dredging of this section of river has been implemented repeatedly since the channel was constructed at the time the Cedar River was diverted from its original alignment into the Black River and Duwamish Channel to Lake Washington instead. The river was last dredged in 2016 and in 1998 before that. Recent mitigation has included removal of some hard bank armoring in favor of “soft” bioengineered bank stabilization methods, as well as other efforts to reduce the impacts of human alteration on rivering conditions. 4.3.1. Chinook Salmon The Puget Sound evolutionarily significant unit (ESU) for Chinook Salmon includes those stocks in tributaries of Puget Sound westward to the Elwha River. Spawning occurs in late summer and fall. The Cedar River is known to contain a native stock of Chinook Salmon with wild reproduction (USFWS 2011, WDFW 2021b, WDFW 2019). The Cedar River is a high priority area because it includes spawning areas higher up in the watershed (upstream from the project reach) and rearing areas, which occur downstream to the mouth of the river at Lake Washington, including the project reach (WRIA 8 2017). Recent data collected from a screw trap located upstream of the project reach, where Interstate 405 crosses the Cedar River, indicates 31,804 natural-origin Chinook parr emigrated into Lake Washington from the Cedar River during 2018, with a peak in early March (Lisi 2019). Therefore, Chinook Salmon are expected to occur seasonally in the Cedar River within the Action Area. 4.3.2. Steelhead The Puget Sound distinct population segment (DPS) of Steelhead includes winter- and summer-run Steelhead in the river basins of the Strait of Juan de Fuca, Puget Sound and Hood Canal, Washington, bounded to the west by the Elhwa River and to the north by the Nooksack River and Dakota Creek, both of which are included in the DPS (72 FR 26722). The Cedar River is known to support a native stock of winter Steelhead with wild reproduction (Cram et al 2018). As with Chinook, Steelhead spawning typically occurs upstream of the project reach; however, the project reach of the Cedar River is documented to provide year- round winter Steelhead rearing habitat (WDFW 2021a; 2021b). Therefore, Puget Sound Steelhead are expected to occur in the Cedar River within the Action Area. 4.3.3. Bull Trout Coastal/Puget Sound DPS Bull Trout occur within marine areas and freshwater streams of King County (75 FR 63897-64070). Native Bull Trout are present in some reaches of the Cedar River and in Lake Washington (WDFW 2021a; 2021b). Consequently, Bull Trout may occur in the Cedar River within the Action Area and are therefore addressed in this BA. Critical habitat for Bull Trout is not designated within the Action Area and is therefore not addressed. 4.3.4. Primary Constituent Elements of Salmon and Steelhead Critical Habitat The Cedar River is designated critical habitat for Chinook Salmon and Steelhead. Primary Constituent Elements (PCEs) for Chinook Salmon (70 FR 52630-52853) and Steelhead (81 FR 9252-9325) include: 1. Freshwater spawning sites with water quantity and quality conditions and substrate supporting spawning, incubation and larval development; 2. Freshwater rearing sites with water quantity and floodplain connectivity to form and maintain physical habitat conditions and support juvenile growth and mobility; water quality and forage supporting juvenile development; and natural cover such as shade, submerged and overhanging large wood, log February 16, 2022 | Page 12 File No. 0693-078-01 jams and beaver dams, aquatic vegetation, large rocks and boulders, side channels and undercut banks; 3. Freshwater migration corridors free of obstruction with water quantity and quality conditions and natural cover such as submerged and overhanging large wood, aquatic vegetation, large rocks and boulders, side channels, and undercut banks supporting juvenile and adult mobility and survival; 4. Estuarine areas free of obstruction with water quality, water quantity and salinity conditions supporting juvenile and adult physiological transitions between fresh and saltwater; natural cover such as submerged and overhanging large wood, aquatic vegetation, large rocks and boulders, and side channels; and juvenile and adult forage, including aquatic invertebrates and fishes, supporting growth and maturation; 5. Near-shore marine areas free of obstruction with water quality and quantity conditions and forage, including aquatic invertebrates and fishes, supporting growth and maturation; and natural cover such as submerged and overhanging large wood, aquatic vegetation, large rocks and boulders, and side channels; and 6. Offshore marine areas with water quality conditions and forage, including aquatic invertebrates and fishes, supporting growth and maturation. The project Action Area includes freshwater specific PCEs (PCEs 2 and 3) for both Chinook Salmon and Steelhead. PCE 1 (spawning sites) typically do not occur in the Action Area and are located further upstream in the watershed for both species. In-stream habitat within Action Area supports rearing and migration for Chinook Salmon and Steelhead, as well as other salmon species. The project site does not contain marine areas; therefore, PCEs 4, 5 and 6 are not present within the Action Area. 4.4. Occurrence Summary As described in Section 6.1 Operation of Construction Equipment and Section 6.2, Construction-Related Noise, some of the listed and proposed species and critical habitat that occur in King County are not expected to occur in the Action Area and are therefore not addressed in the remainder of this BA. The project will have no effect on the following species and critical habitat: ■ Gray wolf ■ North American wolverine ■ Marbled murrelet (including critical habitat) ■ Streaked horned lark (including critical habitat) ■ Yellow-billed cuckoo (including critical habitat) ■ Designated critical habitat for Bull Trout February 16, 2022 | Page 13 File No. 0693-078-01 5.0 ENVIRONMENTAL BASELINE Land use surrounding the project reach and Action Area, including some of the terrestrial portions of the Action Area, includes predominantly commercial and industrial development, as well as a narrow corridor of recreational park and riparian habitat on the right bank of the river, as well as on the left bank upstream (south) of Logan Avenue. 5.1. Terrestrial Habitat 5.1.1. Topography The upland topography in the project area is generally flat with some short steep banks along the Cedar River. The river banks in the project reach are armored in most areas with riprap and/or concrete and include slopes as steep as approximately a 2H:1V (Horizontal:Vertical) slope in some locations. 5.1.2. Vegetation Terrestrial habitat conditions within the project corridor are generally degraded and consist primarily of a narrow strip of riparian vegetation constrained by adjacent development, with high densities of invasive species. Vegetation within the project reach includes relatively mature trees and large shrubs, such as red alder, Pacific willow, Sitka willow and black cottonwood as well as recent native shrub plantings that have yet to mature. Invasive species management is being implemented by the City of Renton for areas that were previously designated as mitigation for the 2016 maintenance dredging cycle. Other areas continue to harbor invasive species communities including Japanese knotweed, reed canarygrass, Himalayan blackberry and Scotch broom. The Cedar River Trail Park is located immediately adjacent to the east bank of the Cedar River within the project reach. Cedar Triver Trail Park is maintained with extensive grass lawn areas, ornamental trees and manicured shrubs. 5.1.3. Suitable Habitat The Action Area does not contain suitable habitat for listed terrestrial species due to the high level of urban development and the lack of forested areas. Therefore, terrestrial species are not discussed further in this assessment. Terrestrial riparian vegetation performs a critical role in maintaining suitable habitat for salmonids in adjacent aquatic habitat. Native trees and shrubs within the riparian buffer provide: shade to the aquatic system, reducing water temperatures; nutrient inputs such as organic detritus; habitat supporting macroinvertebrate communities; and contribute large woody material (LWM) that increases habitat heterogeneity and encourages habitat-forming riverine processes, among other functions. Although salmon do not directly occupy terrestrial areas, condition of the terrestrial riparian vegetation adjacent to the river plays an important role in maintaining healthy aquatic habitat for salmon. 5.2. Freshwater Aquatic Habitat The Cedar River is a major tributary of Lake Washington providing approximately 57 percent of the flow into the lake. Cedar River is part of Washington State WRIA 8 – Cedar/Sammamish. Most of the lower Cedar River basin is rural and forested, with the exception of the cities of Renton and Maple Valley, which are heavily urbanized (Kerwin 2001). The lower Cedar River basin contains 60 percent forested land cover, 29 percent low- to medium-density development and 0.9 percent high-density development (King County 1997). The project reach of the Cedar River was diverted from the Green/Duwamish River system February 16, 2022 | Page 14 File No. 0693-078-01 into Lake Washington in 1912. This has resulted in the need for 64 percent of the lower Cedar River to have levees or revetments along at least one of the banks (Kerwin 2001). The lower reach of the Cedar River also requires recurrent maintenance dredging to remove sediment deposition and maintain flood flow conveyance while protecting adjacent infrastructure from flood damage. 5.2.1. General Aquatic Conditions The project reach of the Cedar River was artificially constructed when the Cedar River was diverted into Lake Washington and is constrained by levees and revetments. The project reach is linear and channelized, with limited habitat complexity. The river banks in this area are armored with riprap and/or retaining walls in some places, though recent efforts to remove hard armoring in favor of soft solutions have been implemented in some places during the prior 2016 maintenance dredge cycle. Through the project reach, the Cedar River is completely disconnected from its historic floodplain and off-channel habitat is mostly lacking. The low gradient within the project reach contributes to sediment loading (Kerwin 2001). River substrate is primarily composed of gravel with cobbles, sand and a very small fraction of silt. Dredging is necessary within this reach of the river to reduce flooding caused by sediment deposition. Riparian conditions are mixed within the Action Area. The Renton Municipal Airport is located immediately adjacent to the project on the left (west) bank. The right (east) bank of the river contains a riverfront park with managed lawn grasses, trees and shrubs. Beyond the park to the east is the Renton Boeing Facility. Development along the banks of the river has limited the riparian corridor to a small strip on either side of the river containing a mix of invasive and native plant species, which has been the subject of prior mitigation to offset the impacts of dredging. Three bridges cross the Cedar River in the project reach, contributing to interruption of the riparian buffer and overwater shading with static hard edges. 5.2.2. Suitable Habitat Although this portion of the Cedar River is highly altered and degraded, the project reach provides suitable migratory habitat and limited rearing habitat for anadromous salmonids, including documented use by Chinook Salmon and Steelhead as they migrate further upstream to suitable spawning reaches and downstream during outmigration toward the ocean. Bull Trout have been documented in Lake Washington but rarely in the Cedar River and they have not been observed in the WDFW trap in the lower river over the past 20 years. 6.0 ANALYSIS OF EFFECTS ON SPECIES AND HABITAT This section provides analysis of the effects the project is likely to have on Chinook Salmon, Steelhead and Bull Trout within the Action Area. Direct effects include all impacts directly associated with project implementation and construction activities as well as any disturbances that would occur very close to the time of construction. Indirect effects are those that could result from the project, but occur later in time. For this project, direct effects include: operation of construction equipment, construction-related noise, habitat alteration adjacent to the Cedar River and construction-related impacts to water quality. Indirect effects are related to the impact on food web dynamics and prey resources from removal of vegetation. Project-related direct and indirect effects on species and habitat are discussed in the following sections. February 16, 2022 | Page 15 File No. 0693-078-01 6.1. Operation of Construction Equipment As described in Section 3.0 Action Area, construction equipment will operate in upland locations near the banks of the river (riparian areas) in order to complete levee improvements. If ESA-listed species occur within the areas where construction equipment is operating, there could be a direct interaction resulting in harm or harassment. However, as presented in Section 4.2 Species and Critical Habitat Not Addessed in the Biological Evaluation, there are no ESA-listed terrestrial species or suitable habitat within the Action Area. As a result, operation of construction equipment will not affect listed terrestrial species. Likewise, listed salmonids including Chinook Salmon, Steelhead and potentially Bull Trout, could be present within the Cedar River channel. Since construction equipment will not operate below the OHWM, construction equipment will not directly affect listed fish species present in the Action Area. 6.2. Construction-Related Noise In-air construction noise may permeate terrestrial environments up to approximately 446 feet from the project area due to use of construction machinery that generates noise in excess of baseline conditions extending into the surrounding environment. Since there are no terrestrial ESA-listed species within the Action Area, in-air construction-related noise effects are non-existent. Equipment will not operate below the OHWM and therefore no in-water noise impacts will occur as part of this project. Therefore, construction- related noise will not affect listed fish species either. 6.3. Habitat Alteration 6.3.1. Riparian Habitat Temporary alteration of riparian habitat associated with the Cedar River is anticipated to result from construction of proposed levee improvements. Temporary habitat alteration consists of disturbance of turf grass and shrub communities, which will be removed during construction and subsequently restored. Vegetation that will be removed is primarily invasive or lacking in habitat function (e.g., manicured landscape shrubs and turf grass). However, in some areas, native shrubs will be affected. In a few locations, alteration of riparian habitat, including some tree removals, is permanent, due to either (1) displacement of the existing habitat by levee infrastructure, and/or (2) restrictions on replanting/restoring affected areas due to levee vegetation standards or the occurrence of underground utilities. GeoEngineers has developed a riparian habitat mitigation plan to document impacts to riparian habitat and associated mitigation (GeoEngineers 2021). Temporarily impacted areas will be restored with an equivalent or more functional habitat type than what is removed. For example, turf grass areas will typically be replaced with turf grass, landscaping shrubs will be replaced with native shrubs and invasive species communities will be replaced with native trees and shrubs. Permanently impacted areas will either be replaced with a lower functioning habitat type, for example where levee vegetation standards restrict the ability to replant trees, or will be completely displaced by proposed improvements. Permanent impacts are extremely limited for this project and will be mitigated using adjacent on-site compensatory mitigation, as documented in the Mitigation Plan. Native communities installed as restoration and compensatory mitigation, once established, are expected to provide greater levels of riparian function than existing communities they replace. Restoration and mitigation plantings will specify fast-growing species that are anticipated to become established within February 16, 2022 | Page 16 File No. 0693-078-01 1 to 2 years. However, there will still be a short-term temporal loss of functions that riparian vegetation provides during and immediately after construction work, which is accounted for by proposing mitigation ratios that exceed 1:1. Therefore, the net effects of vegetation impacts and restoration/mitigation are expected to be similar to or slightly beneficial with regard to habitat conditions relative to baseline conditions. Increasing riparian vegetation along the river banks will create overwater shading and increase invertebrate habitat along the margins of the river. These effects will improve habitat quality and quantity as well as increase food sources for salmonids. With implementation of appropriate site restoration and compensatory habitat mitigation, the short-term effects on riparian vegetation cover are considered insignificant. Because affected riparian habitat will be replaced with native communities that exceed the functional value of baseline conditions in some places, these actions will result in long-term beneficial effects. 6.3.2. Food Web Dynamics and Prey Resources Temporal loss of riparian vegetation is considered an indirect effect to short-term reductions of allocthonous inputs that may provide prey sources or support other prey resources. Because the project is in the lowest reach of the Cedar River, with ample source populations of benthic invertebrates immediately upstream that would be transported naturally into the reach, and most vegetation impacts are not immediately adjacent to the river, quantity of prey resources are not anticipated to be impacted by project actions. Loss of riparian habitat will be very limited, occurring primarily in areas dominated by invasive vegetation, and will be restored and/or mitigated as part of the project. Once restored plantings mature, they will replace this short term reduction in inputs. Therefore, this effect is anticipated to be insignificant. 6.3.3. Floodplain Habitat Functions The project will permanently increase the level of flood protection provided by the levee system. Consequently, there is potential for adverse impacts on floodplain habitat functions, such as flood storage capacity and refuge from high velocity flows, that are important to fish, particularly during times of high river discharge and/or flooding. With levee improvements, the level of isolation of the historic floodplain from the primary channel of the river will be maintained and/or increased. However, it should be noted that: (a) the historic floodplain adjacent to the project reach is highly developed and previously degraded from providing habitat functions; and (b) the levee system already isolates the historic floodplain from flows exceeding the 100-year recurrence interval flood – proposed improvements generally increase the freeboard requirement and therefore will not have a substantive effect on the level of floodplain isolation. Therefore, potential areas that could be isolated by the levee system provide limited habitat function and are already isolated at all but the most extreme flow levels due to prior topographic alterations and initial installation of the levee system, therefore rendering this effect discountable. Habitat-forming process, such as contribution of LWM, may be affected only to the extent there is alteration to the riparian vegetation community. Tree removals are limited and will be mitigated by planting replacement trees at an increased ratio. There will be no bank armoring or other bank alterations associated with the project. Spawning habitat for ESA-listed species does not occur within the Action Area and rearing or migratory habitats within the river will not be directly altered by the project because there will be no work below the OHWM. Therefore, there are no anticipated changes to habitat-forming processes that will result from the project. February 16, 2022 | Page 17 File No. 0693-078-01 6.4. Impacts to Water Quality Potential water quality impacts that could occur in the Cedar River during construction are anticipated to be limited to construction stormwater runoff associated with upland construction work adjacent to the river. Increased turbidity within the Cedar River is not anticipated with proper implementation of BMPs that will control and minimize transport of fine sediments off-site during construction. These BMP measures will include developing and implementing a TESC plan as part of the SWPPP. Therefore, effects of turbidity on critical habitat are considered discountable. 6.5. Interrelated and Interdependent Actions Interrelated actions are those that are part of a larger action and depend on the larger action for their justification. Interdependent actions are those that have no independent utility apart from the action being considered. There are no interdependent or interrelated actions associated with the proposed project. 7.0 EFFECT DETERMINATIONS Based on the analysis of effects presented in Section 6.0 Analysis of Effects on Species and Habitat, we have made effect determinations for each listed species and designated or proposed critical habitat that may occur in the Action Area. Effects determinations take into account all of the possible project effects; our determinations are summarized in Table 3 and discussed below. TABLE 3. EFFECT DETERMINATIONS FOR LISTED AND PROPOSED SPECIES Common Name Federal Status Jurisdiction Effect Determination for Species Effect Determination for Critical Habitat Chinook Salmon Threatened NMFS NLTAA NLTAA Steelhead trout Threatened NMFS NLTAA NLTAA Bull Trout Threatened USFWS NLTAA N/A Notes: NLTAA = Not Likely to Adversely Affect 7.1. Chinook Salmon and Steelhead The project may affect Chinook Salmon and Steelhead because: ■ Suitable habitat for these species is present in the Cedar River within the Action Area, and they have been documented to utilize the river as a migratory corridor and rearing area within the Action Area. ■ Project construction activities will alter riparian habitat and potentially generate turbidity, temporarily degrading water quality in the Cedar River. The project is not likely to adversely affect Chinook Salmon and Steelhead because: ■ Construction equipment will not operate within the water in potentially occupied habitat. ■ Construction-related noise will not permeate underwater environments. ■ Impacted riparian habitat will be restored and/or mitigated following construction. February 16, 2022 | Page 18 File No. 0693-078-01 ■ Construction activities will incorporate BMPs to minimize turbidity impacts from stormwater. The project may affect designated critical habitat for Chinook Salmon and Steelhead because: ■ The Action Area includes portions of the Cedar River and associated riparian buffer that are designated as Critical Habitat for these species. ■ Construction will involve removal of vegetation within the riparian buffer of the Cedar River. The project is not likely to adversely affect designated critical habitat for Chinook Salmon and Steelhead because: ■ Temporary impacts to riparian habitat predominantly affect invasive species communities or other low value habitat (mowed grass, landscape shrubs); temporarily affected vegetation will be restored following construction with replacement plantings of an equal or better habitat functional value. ■ Permanent alteration of riparian habitat adjacent to the Cedar River, either by degrading habitat that will not be able to be restored or fully displacing habitat, will be mitigated through adjacent riparian habitat enhancements, resulting in no net loss of riparian habitat function. ■ The project will have no impacts on in-stream habitat. 7.2. Bull Trout The project may affect Bull Trout because: ■ Suitable habitat for Bull Trout is present in Lake Washington, which is hydrologically connected to portions of the Cedar River within the Action Area; there are no barriers preventing Bull Trout from entering the project reach of the Cedar River. ■ Project construction activities will alter riparian habitat and potentially generate turbidity, temporarily degrading water quality in the Cedar River. The project is not likely to adversely affect Bull Trout because: ■ Bull trout have not been documented to use portions of the Cedar River within the Action Area; the chance of occurrence of Bull Trout is considered discountable, and therefore, alteration of riparian habitat (the effects of which are insignificant) and potential construction-related elevated turbidity (which is discountable itself) are not anticipated to impact this species. 8.0 ESSENTIAL FISH HABITAT EVALUATION The MSA, as amended by the Sustainable Fisheries Act of 1996 (Public Law 104-267), includes a mandate that NMFS must identify EFH for federally managed marine fish, and federal agencies must consult with NMFS on activities that may adversely affect EFH. The Pacific Fisheries Management Council has designated EFH for the Pacific salmon fishery, and federally managed groundfish and coastal pelagic fisheries. The objective of the EFH assessment is to describe potential adverse effects to designated EFH for federally managed fisheries species within the proposed Action Area. It also describes conservation February 16, 2022 | Page 19 File No. 0693-078-01 measures proposed to avoid, minimize or otherwise offset potential adverse effects to designated EFH resulting from the proposed action. 8.1. Designated EFH within the Action Area There is no habitat for coastal pelagic or groundfish species within the Action Area. The Pacific salmon fishery management unit includes Chinook Salmon, Coho Salmon (O. kisutch) and Pink Salmon (O. gorbuscha). Pacific salmon designated EFH includes all streams, lakes, ponds, wetlands and other water bodies currently or historically accessible to salmon in Washington State, except above impassable barriers. Estuarine and marine areas extend from the nearshore and tidal submerged environments within Washington territorial waters out to the full extent of the exclusive economic zone offshore (PFMC 2014). Therefore, the Cedar River is designated EFH for Pacific salmon. 8.2. Effects of the Proposed Action on EFH As stated in the BA analysis above, the project will not alter habitat within the Cedar River. Project impacts to fish habitat are limited to alteration of riparian vegetation. Impacted vegetation predominantly consists of invasive species. These areas will be restored following completion of construction, in accordance with the approved mitigation plan for the project, which has considered levee and airport restrictions,. Native communities, once they are established, are expected to provide greater levels of riparian function than many of the existing communities affected by the project. Proposed project-specific mitigation is anticipated to offset impacts and therefore the appropriate effect determination for Pacific salmon EFH is will not adversely affect. 9.0 CONCLUSIONS The Cedar River Section 205 Levee Certification Project will involve levee improvements to the existing Cedar River levee system to meet current flood design standards necessary for levee certification. The project will require the use of heavy machinery including excavators and concrete saw and paving equipment. Project impacts will include operation of construction equipment, construction noise, riparian habitat alteration and potential impacts to water quality. However, the project has been carefully designed to minimize these effects and mitigation has been identified to offset unavoidable impacts as described in this report. The Action Area for the project was defined as the sum of extents of all project effects on the environment and comprises a 446-foot-radius around the project site. The Action Area was largely dictated by the extent that in-air construction noise could permeate the environment. There is no work proposed below the OHWM. It was determined that fish species are the only ESA-listed species that may be present in the Action Area for the project, including Chinook Salmon, Steelhead and Bull Trout. The effects determination for the project is not likely to adversely affect Puget Sound ESU Chinook Salmon, Puget Sound DPS Steelhead trout and Bull Trout. The effects determination for designated critical habitat for both Chinook and Steelhead is also not likely to adversely affect. The project will have no effect on other listed species, including no effect on designated critical habitat for Bull Trout. Additionally, the project will not adversely affect EFH for Pacific salmon. February 16, 2022 | Page 20 File No. 0693-078-01 10.0 REFERENCES 70 FR 52630-52853. 2005. 50 CFR Part 226. Endangered and Threatened Species; Designation of Critical Habitat for 12 Evolutionary Significant Units of West Coast Salmon and Steelhead in Washington, Oregon and Idaho. Federal Register, Vol. 70, No. 170. 72 FR 26722. 50 CFR Part 223. Endangered and Threatened Species: Final Listing Determination for Puget Sound Steelhead. Federal Register, Vol. 72, No. 92. 2007. 75 FR 63897-64070. 2010. 50 CFR Part 17. Endangered and Threatened Wildlife and Plants; Revised Designation of Critical Habitat for Bull Trout in the Coterminous United States; Final Rule. Federal Register, Vol. 75, No. 200. 81 FR 9252-9325. 2016. Endangered and Threatened Species; Designation of Critical Habitat for Lower Columbia River Coho Salmon and Puget Sound Steelhead. Department of Commerce, National Oceanic and Atmospheric Administration. Federal Register, Vol. 81, No. 36. February 24, 2016 Cram, J, N. Kendall, A. Marshall, T. Buehrens, T. Seamons, B. Leland, K. Ryding, and E. Neatherlin 2018. Steelhead at Risk Report: Assessment of Washington’s Steelhead Populations. Available at: https://wdfw.wa.gov/sites/default/files/publications/02070/fpt_19- 03%20steelhead%20at%20risk_oct%202018_final.pdf. GeoEngineers, Inc. (GeoEngineers). 2021. Riparian Mitigation Plan, Cedar River 205 Levee Certification Project, Renton, Washington. Prepared for Tetra Tech, Inc. Draft in progress. GeoEngineers File No. 0693-078-01. Kerwin, J., 2001. Salmon and Steelhead Habitat Limiting Factors Report for the Cedar – Sammamish Basin (Water Resource Inventory Area 8). Washington Conservation Commission. Olympia, WA. Available at: https://www.snohomishcountywa.gov/ArchiveCenter/ViewFile/Item/2136 King County. 1997. Seattle’s Watersheds Outside the Municipal Boundaries. Seattle Public Utilities. Available at: https://www.seattle.gov/util/cs/groups/public/@spu/@conservation/documents/ webcontent/spu01_002713.pdf Lisi, P., 2019. Evaluation of Juvenile Salmon Production in 2018 from the Cedar River and Bear Creek. Washington State Department of Fish and Wildlife. FPA 19-03. April 2019. Available at: https://wdfw.wa.gov/sites/default/files/publications/02082/wdfw02082.pdf National Oceanic and Atmospheric Administration – Nation Marine Fisheries Service (NOAA Fisheries). 2021. Protected Resource App. https://www.webapps.nwfsc.noaa.gov/portal/apps/ webappviewer/index.html?id=7514c715b8594944a6e468dd25aaacc9&extent=- 13608376.5375%2C6020796.9238%2C-13599204.0941%2C6024962.7419%2C102100 NatureServe, 2021. Available at: http://explorer.natureserve.org/#. Pacific Fishery Management Council (PFMC) 2014. Appendix A to the Pacific Coast Salmon Fishery Management Plan. Available at: https://www.pcouncil.org/documents/2019/08/salmon-efh- appendix-a.pdf/ February 16, 2022 | Page 21 File No. 0693-078-01 Public Law 104-267. Sustainable Fisheries Act. Senate Report. S39. Senate Commerce, Science and Transportation Committee. Available at: https://www.congress.gov/congressional-report/104th- congress/senate-report/276/1 Stinson, D 2005. Draft Washington State Status Report for the Mazama Pocket Gopher, Streaked Horned Lark, and Taylor’s Checkerspot. Washington State Department of Fish and Wildlife. July 2005. At: https://wdfw.wa.gov/sites/default/files/publications/00390/draft_prairie_species.pdf Stinson, D.W. 2016. Periodic Status Review for the Streaked Horned Lark in Washington. Washington Department of Fish and Wildlife. Olympia, Washington. Available at: https://wdfw.wa.gov/publications/01774/wdfw01774.pdf. United States Fish and Wildlife Service (USFWS). 2011. Movement and Habitat Use of Chinook Salmon smolts in the Lake Washington Ship Canal, 2007-2008 Acoustic Tracking Studies. United States Fish and Wildlife Service (USFWS). 2021a. List of Threatened and Endangered Species that May Occur in Your Proposed Project Location, and/or May Be Affected By Your Proposed Project. Consultation Tracking Number: 01EWFW00-2021-SLI-0924. April 15, 2021. United States Fish and Wildlife Service. (USFWS). 2021b. Critical Habitat Portal: Online Mapper and Spatial Data Distribution. Available at https://ecos.fws.gov/ecp/report/table/critical-habitat.html. Washington Department of Fish and Wildlife (WDFW). 2019 Joint Staff Report: Stock Status and Fisheries For Spring Chinook, Summer Chinook, Sockeye, Steelhead, And Other Species. https://wdfw.wa.gov/sites/default/files/publications/02043/wdfw02043.pdf Washington Department of Fish and Wildlife (WDFW). 2021a. Priority Habitat and Species Interactive Map Viewer. Available at: http://wdfw.wa.gov/mapping/phs/ Washington Department of Fish and Wildlife (WDFW). 2021b. Statewide Washington Integrated Fish Distribution. https://geo.nwifc.org/SWIFD/ Washington Department of Natural Resources (DNR). 2020. Sections that Contain Natural Heritage Features. Available at: http://www.dnr.wa.gov/Publications/amp_nh_trs.pdf. Washington State Department of Ecology (Ecology). 2019. (2012, Amended in 2019). “Stormwater Management Manual for Western Washington.” Available at: http://www.ecy.wa.gov/programs/wq/stormwater/manual.html Washington State Department of Transportation. 2020. Biological Assessment Preparation for Transportation Projects: Advanced Training Manual. Available at https://www.wsdot.wa.gov/ environment/technical/fish-wildlife/esa-efh/BA-preparation-manual, revised August 2020. Washington State Department of Transportation (WSDOT). 2021. Standard Specifications for Road, Bridge, and Municipal Construction. Publication Number M 41-10. September 9, 2020. Water Resources Inventory Area (WRIA) 8. 2017. Lake Washington/Cedar/Sammamish Watershed (WRIA 8) Chinook Salmon Conservation Plan, 10-year Update. Available at: https://www.govlink.org/watersheds/8/reports/pdf/wria-8-ten-year-salmon-conservation-plan- combined-10-25-2017.pdf FIGURES 500 0 500 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend Bank Stationing Cedar River Levee Alignment Ordinary High Water Mark (OHWM) Vegetation Conservation Buffer Identified Improvements Improve transition from levee embankment to wall Raise and extend existing wall Raise levee embankment/Regrade Floodwall/Retaining Wall P:\0\0693078\GIS\MXD\069307801_F01_OverviewVMMap.mxd Date Exported: 10/11/21 by ccabrera Cedar R i v e r FACTORYAVE N N 1ST ST STEVENSAVE N WS 115TH PLBURNETTAVE S S 2ND ST85TH AVESS 117TH PLGARDEN AVE N S122NDSTS 120TH ST84TH AVE S 87THAVE S S TOBIN STRAINIERAVES N AIRPORT WAY SHATTUCK AVES 88TH AVE SS 116TH STSTILLICUMST89THAVES NW 7TH STN 6TH STS 118TH STWELLSAVESHOUS ER WAY N S 123RDST86TH CTS S123RDPLN MARION STMAIN AVE S TAYLOR AVE NW N 2ND STN 3RD STN 4TH STN 5TH STS 117TH STFACTORY PL N S 121ST STWILLIAMSAVE S LIND AVE N W LOGAN AVE S PELLYAVE N S 119TH STBUR N E T T P L S PARK AVE N L O G A N A V E N MEADO W AVE N NW6THSTWELLS AVE N WILLIAMS AVE NBURNETTAVE N SL A T E R S T S RAINIERAVEN N RIV E R S I D E D R 0+00 5+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 65+00 Data Source: 2019 image and streets from King County GIS. ESRI.Bank, stationing and improvements from Tetra Tech, August 2019. Cedar River Section 205 Levee SystemImprovement Locations Overview and Vicinity Map Cedar River 205 Levee Certification ProjectRenton, Washington Figure 1 SITE 500 0 500 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend Action Area (In-Air Noise) Bank Stationing Cedar River Bank Ordinary High Water Mark (OHWM) Vegetation Conservation Buffer Identified Improvements Improve transition from levee embankment to wall Raise and extend existing wall Raise levee embankment/Regrade Floodwall/Retaining Wall P:\0\0693078\GIS\MXD\069307801_F02_ActionArea.mxd Date Exported: 10/11/21 by ccabrera Cedar R i v e r FACTORYAVE N N 1ST ST STEVENSAVE N WS 115TH PLBURNETTAVE S S 2ND ST85TH AVESS 117TH PLGARDEN AVE N S122NDSTS 120TH ST84TH AVE S 87THAVE S S TOBIN STRAINIERAVES N AIRPORT WAY SHATTUCK AVES 88TH AVE SS 116TH STSTILLICUMST89THAVES NW 7TH STN 6TH STS 118TH STWELLSAVESHOUS ER WAY N S 123RDST86TH CTS S123RDPLN MARION STMAIN AVE S TAYLOR AVE NW N 2ND STN 3RD STN 4TH STN 5TH STS 117TH STFACTORY PL N S 121ST STWILLIAMSAVE S LIND AVE N W LOGAN AVE S PELLYAVE N S 119TH STBUR N E T T P L S PARK AVE N L O G A N A V E N MEADO W AVE N NW6THSTWELLS AVE N WILLIAMS AVE NBURNETTAVE N SL A T E R S T S RAINIERAVEN N RIV E R S I D E D R 0+00 5+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 65+00 Data Source: 2017 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019. Cedar River Section 205 Levee SystemVicinity Map and Action Area Cedar River 205 Levee Certification ProjectRenton, Washington Figure 2446 feetSITE APPENDICES APPENDIX A Project Design Drawings KING SNOHOMISH SKAGIT WHATCOM PIERCE KITSAP JEFFERSON CLALLAM SAN JUAN ISLAND MASON GRAYS HARBOR THURSTON KITTITAS YAKIMA ABERDEEN FORKS PORT ANGELES OLYMPIA TACOMA SEATTLE EVERETT BELLINGHAM PROJECT SITE LAT:47° 29' 34.12" LONG:122° 12' 47.07" DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED: IN COMPLIANCE WITH CITY OF RENTON STANDARDS FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-01 COVER SHEET.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEE IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 COVER SHEET GENERAL NOTES 1.PRIOR TO GRADING, ALL VEGETATION, TRASH, AND DEBRIS SHALL BE REMOVED FROM ALL AREAS OF CONSTRUCTION. 2.IMPORT SOILS SHALL BE OBSERVED AND EVALUATED BY THE PROJECT ENGINEER PRIOR TO TRANSPORTING THE SOILS TO THE PROJECT SITE. 3.EXISTING ROCK RIPRAP SHALL BE PROTECTED IN PLACE. REMOVE AND STOCKPILE INTERFERING PORTION OF EXISTING ROCK RIPRAP BANK PROTECTION AND REPLACE PER SPECIFICATIONS. 4.PORTIONS OF THE CONSTRUCTION SITE ARE ADJACENT TO OR LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT. THE CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN SITE ACCESS REQUIRES TRAVELING THROUGH THE AIRPORT LIMITS OR WHEN WORKING WITHIN THE AIRPORT LIMITS. 5.EXISTING SIDEWALKS, SHARED USE PATHS, ROADWAYS, FENCES, GATES, GUARD RAILS, MARKED UTILITIES, AND OTHER EXISTING INFRASTRUCTURE SHALL BE PROTECTED IN PLACE UNLESS OTHERWISE NOTED. 6.ANY DAMAGE TO THE EXISTING SHARED USE PATHS, SIDEWALKS, ROADWAYS, UTILITIES, OR OTHER EXISTING INFRASTRUCTURE SHALL BE REPLACED IN KIND PER CURRENT CITY OF RENTON STANDARDS AT THE CONTRACTOR'S EXPENSE. 7.THE TEMPORARY WORK AREA LIMITS SHALL BE STAKED AND ALL EQUIPMENTS SHALL BE OPERATED WITHIN THE TEMPORARY WORK ARE LIMITS. 8.THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION AND INVERT ELEVATIONS OF EXISTING UTILITY PIPES CROSSING UNDER THE EXISTING LEVEE PRISM PRIOR TO CONSTRUCTION AND REPORT THAT INFORMATION TO THE PROJECT ENGINEER. 9.PROTECT ALL TREES, BUSHES, SHRUBS, OR OTHER LARGE VEGETATION UNLESS OTHERWISE NOTED. 10.CONTRACTOR SHALL VERIFY THE LOCATION OF TREES, BUSHES, SHRUBS, OR OTHER LARGE VEGETATION PRIOR TO BEGINNING EXCAVATION/GRADING ACTIVITIES IN AREAS ADJACENT TO TREES OR LANDSCAPING AREAS. 11.NO CONSTRUCTION EQUIPMENT SHALL CROSS THE EXISTING PUBLIC ACCESS PATH WITHOUT A GROUND GUIDE. DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-02 GENERAL NOTES.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM GENERAL NOTES AGENCY DEPARTMENT/UTILITY CONTACT PHONE EMAIL PSE GAS JEFF KIESZ 206.348.2347 Jeffrey.Kiesz@pse.com BOEING 1ST SHIFT PLUMBER LEAD (6:00AM - 2:00PM)KYLE GROBLER 252.273.8727 kyle.e.grobler@boeing.com BOEING 2ND SHIFT PLUMBER (2:00PM - 10:00PM)MIKE HANSOW 425.336.9183 michael.h.hansow@boeing.com BOEING BOEING INFRASTRUCTURE MANAGER GABE BERG 206.495.7773 BOEING MECHANICAL ENGINEER JOHN TAYLOR 206.245.9301 john.taylor20@boeing.com BOEING MECHANICAL ENGINEER THOMAS KAJOR 253.241.2072 thomas.p.kajor@boeing.com BOEING DISPATCH (IF UNABLE TO REACH STAFF)206.544.6500 BOEING EMERGENCY HOTLINE 206.655.2222 KING COUNTY WASTEWATER MARK LAMPARD 206.477.5414 Ipa.team@kingcounty.gov COR WATER ABDOUL GAFOUR 425.430.7210 Agafour@Rentonwa.gov COR WASTEWATER JOE STOWELL 425.430.7212 jstowell@Rentonwa.gov COR SURFACE WATER AMANDA PIERCE 425.430.7205 APierce@Rentonwa.gov COR AIRPORT WILLIAM ADAMS 425.430.7473 wadams@rentonwa.gov COR TRANSPORTATION BOB HANSON 425.430.7223 bhanson@rentonwa.gov UTILITIES AND CITY OF RENTON CONTACT LIST EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES 1.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE-CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANT'S CONTRACTOR. 2.THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT. 3.THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST-PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS. 4.THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK-OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE. 6.WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF-SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUR CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM DRAINS OR OPEN DITCHES. ON-SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7.ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON-SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON-SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT. 8.ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY. 9.THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 10.APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE, NOR LOCATION OF PIPES, RESTRICTIONS, CHANNELS, OR STORMWATER FACILITIES. 11.ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. 12.ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM. 13.WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY. 14.ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 15.THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED BY THE CITY. 16.BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY, CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17.AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 2/3 OF THE CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. 18.ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE, THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 19.AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON-SITE BMPS (AMENDED SOILS, BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION. 20.PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 21.PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT-LADEN WATER FROM LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON-SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST. 22.ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. FLOODWALL / FLOODWALL ADDITION FLOODWALL / FLOODWALL ADDITION (PROFILE AND SECTION VIEW) ORDINARY HIGH WATER 100-YEAR WSE MINIMUM FREEBOARD TEST HOLE LOCATIONS EMBANKMENT FILL EMBANKMENT OVERBUILD EXCAVATION LIMITS SHORING FULL DEPTH ROAD REPLACEMENT REPLACED PAVEMENT (SECTION VIEW) CONCRETE SIDEWALK CRUSHED SURFACING BASE COURSE GRADE BREAK PROTECT EXISTING TREE CONCRETE CURB WALL CUT LINE FILL LINE CRUSHED SURFACING TOP COURSE OHW C F FOUND MONUMENT (AS NOTED) FOUND REBAR (AS NOTED) CALCULATED MONUMENT SET STAKE MEASURED DISTANCE CALCULATED DISTANCE PLAT DISTANCE SANITARY SEWER MANHOLE YARD DRAIN CATCH BASIN (CB) STORM DRAIN MANHOLE STORM DRAIN CLEANOUT WATER VALVE FIRE HYDRANT FIRE DEPARTMENT CONNECTION IRRIGATION CONTROL VALVE CONCRETE VALVE MARKER WATER METER HOSE BIB POST-INDICATOR VALVE GAS VALVE GAS METER ELECTRIC HANDHOLE ELECTRIC JUNCTION BOX ELECTRIC METER UTILITY POLE WITH LIGHT YARD LIGHT UTILITY POLE STREET LIGHT VAULT GUY ANCHOR BOLLARD SIGN - WOODEN POST SIGN - METAL POST WETLAND FLAG MONITORING WELL BORE HOLE CONIFEROUS TREE DECIDUOUS TREE SPECIAL EXCEPTION (#) OVERHEAD WIRE WHEELCHAIR RAMP CONCRETE CONCRETE CURB EXTRUDED CONCRETE CURB EXISTING DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-03 LEGEND, SYMBOLS AND ABBREVIATIONS.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM INVERT ELEVATION CONCRETE PIPE CHAINLINK FENCE WOOD FENCE SANITARY SEWER MANHOLE STORM DRAIN LINE SANITARY SEWER LINE RIGHT OF WAY FENCE ROCKERY CENTERLINE RIGHT OF WAY PLAT LOT LINE PROPERTY LINE EXISTING PAVEMENT (SECTION VIEW) EXISTING FLOODWALL SD SS X AVE B/FTG CL CONC CONST COR CSBC CSTC DESC EG EL EXST FG HMA HORIZ HPW IE LF MAX MIN MSE OHW PG PSE ROW RT SD SS STD T/C T/FTG T/W TESC TYP USACE VERT W/ W WSDOT WSE AVENUE BOTTOM OF FOOTING CENTERLINE, CLASS CONCRETE CONSTRUCTION CITY OF RENTON CRUSHED SURFACING BASE COURSE CRUSHED SURFACING TOP COURSE DESCRIPTION EXISTING GROUND ELEVATION EXISTING FINISHED GRADE HOT MIX ASPHALT HORIZONTAL HIGH PRESSURE WATER INVERT ELEVATION LINEAR FEET MAXIMUM MINIMUM MECHANICALLY STABILIZED EARTH ORDINARY HIGH WATER PAVEMENT GRADE PUGET SOUND ENERGY RIGHT OF WAY RIGHT TANGENT STORM DRAIN SANITARY SEWER STANDARD TOP OF CURB TOP OF FOOTING TOP OF WALL TEMPORARY EROSION AND SEDIMENT CONTROL TYPICAL UNITED STATES ARMY CORPS OF ENGINEERS VERTICAL WITH WATER WASHINGTON STATE DEPARTMENT OF TRANSPORTATION WATER SURFACE ELEVATION ABBREVIATIONS PROPOSED LEGEND LEGEND, SYMBOLS AND ABBREVIATIONS TOPSOIL STRIPPING RIP RAP REMOVAL AREA SILT FENCE STRAW WATTLES HIGH VISIBILITY FENCE SAWCUT INLET PROTECTION REMOVE SHRUB REMOVE TREE REMOVE EXISTING FLOODWALL CLEAR AND GRUB LIMITS REMOVE EXISTING FEATURE TEMPORARY CONSTRUCTION FENCE SF TESC LEGEND HVF C&G 100' FROM NORTH BOEING BRIDGE PUBLIC ROW RIGHT BANK USACE ALIGNMENT NORTH BOEING BRIDGESEE SHEET C-101CEDAR RIVER LEFT BANK USACE ALIGNMENTRENTON MUNICIPAL AIRPORT 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 10+0 0 11+0 0 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 CONTROL POINT 1686 CONTROL POINT 1687 100' FROM SOUTH BOEING BRIDGEBOEING RENTON FACILITY RENTON MUNICIPAL AIRPORT RENTON MEMORIAL STADIUM RIGHT BANK USACE ALIGNMENT SEE SHEET C-111 SEE SHEET C-102 CEDAR RIVER SEE SHEET C-103 LEFT BANK USACE ALIGNMENT 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 SOUTH BOEING BRIDGE32+00 33+00 34+0 0 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 EXISTING 12" CITY WATER LINE CROSSING UNDER CEDAR RIVER RIGHT BANK USACE ALIGNMENT LEFT BANK USACE ALIGNMENT RENTON SENIOR ACTIVITY CENTER LOGAN AVENUE BR IDGE SEE SHEET C-114 SEE SHEET C-105 SEE SHEET C-109 CEDAR RIVER CEDA R R I V E R RIGHT RIVER BANK 100' FROM LOGAN AVENUE BRIDGE LEFT RIVER BANK 47+ 0 0 48+00 49+00 50+0 0 51+0 0 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60 + 0 0 61+0062+00 63+00 63+94.85 56+00 57+ 0 0 58+00 59+00 60+00 61+00 62+00 63+00 64+00 65+00 66+00 67+00 68+00 68+84.19 2-12" BOEING HIGH PRESSURE WATER LINES SEE SHEET C-112 CONTROL POINT 301 CONTROL POINT 302 CONTROL POINT 3667 SEE SHEET C-113 SURVEY CONTROL TABLE PT# 300 301 302 1686 1687 3667 NORTHING 178057.70 179385.80 179471.24 183719.68 183619.80 180338.67 EASTING 1302312.06 1301191.52 1301255.02 1299022.00 1299022.03 1300258.90 ELEVATION 112.41 39.99 40.75 27.41 23.49 40.16 DESCRIPTION GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS) GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS) GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS) GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS) GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS) GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS) GP17405-66 3 1/2" BRASS DISK, IN CONCRETE SIDEWALK AT THE SR-405 - RENTON AVE. UNDERCROSSING (NOT SHOWN ON PLANS) (MONUMENT NO. TBD AT 90%) 3" BRASS DISK WITH PUNCH, FLUSH WITH CONCRETE (LOCATION TO BE CONFIRMED FOR 90%) (MONUMENT NO. TBD AT 90%) 3" BRASS DISK WITH PUNCH, FLUSH WITH CONCRETE (LOCATION TO BE CONFIRMED FOR 90%) (MONUMENT NO. TBD AT 90%) MONUMENT IN CASE, 3" BRASS DISK AT TOP OF LEVEE EMBANKMENT NEAR RENTON MUNICIPAL AIRPORT WEATHER STATION (MONUMENT NO. TBD AT 90%) MONUMENT IN CASE, 3" BRASS DISK AT RENTON MUNICIPAL AIRPORT WEATHER STATION COR BM 2120 2 1/2" BRASS DISK IN CONCRETE GUARDRAIL AT LOGAN AVENUE BRIDGENNNMATCHLINE STATION 32+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 56+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 56+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 32+00RIGHT BANK USACE ALIGNMENT0 SCALE: 50'100'200' 1'' = 100' NOTE 1.USACE STATIONING BASED ON "LOWER CEDAR RIVER FLOOD CONTROL: LEVEES AND FLOODWALLS" PREPARED BY THE US ARMY CORPS OF ENGINEERS, SEATTLE DISTRICT DATED DECEMBER 03, 1998 AND SURVEY CONTROL OVERALL SITE PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-01 OVERALL SITE PLAN - USACE.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM BOEING RENTON PLANT SURVEY CONTROL NOTES 1.HORIZONTAL DATUM: NAD 83/11, WASHINGTON STATE PLAN NORTH. 2.VERTICAL DATUM: NAVD 88, WSDOT MONUMENT GP17405-66. OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW HVFHVFHVFC&GC&GC&GC&GC&G C&G C&G SF SF SP 1 2 3 4 5 6 25 25 23 24 24 26 26 27 27 20 18 19 21 22 23 CEDAR RIVER 7 8 100-YEAR FLOOD EXTENTS 9 SUGGESTED TOPSOIL STOCKPILE LOCATION TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-01 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM IMPROVE FLOODWALL TO EMBANKMENT TRANSITION LB STA 18+50 TO 19+50 SCALE: 1" = 10' KEY NOTES EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01. SURROUND WEATHER STATION WIND TOWER WITH HIGH VISIBILITY FENCE (SEE KEYNOTE 4). PROTECT WEATHER STATION WIND TOWER DURING CONSTRUCTION. PROTECT EXISTING 3" BRASS DISK. REMOVE EXISTING RIP RAP AND STOCKPILE FOR RE-USE. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. 0 SCALE: 5'10'20' 1'' = 10'NEROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. RECOMMENDED CONSTRUCTION SEQUENCE 1.PRE-CONSTRUCTION MEETING. 2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN). 3.FLAG OR FENCE CLEARING LIMITS. 4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED. 5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7.CONSTRUCT SEDIMENT PONDS AND TRAPS. 8.GRADE AND STABILIZE CONSTRUCTION ROADS. 9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G., CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION). 10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS. 11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS. 12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT. 13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS. 3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 2 3 1 4 5 6 7 8 9 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW 252426272825 23 24 1 CEDAR RIVER 100-YEAR FLOOD EXTENTS 1 3 2 4 5 1 6 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW 25 25 23 23 24 24 26 26 27 27 28 28 29 29 SF SF SF SF SF SF SF SF SF CEDAR RIVER 100-YEAR FLOOD EXTENTS 3 2 4 1 5 2 BEGIN REMOVING AND RESETTING GUARDRAILEND REMOVING AND RESETTING GUARDRAIL6 POINT TABLE POINT 1 2 NORTHING 182674.5± 182319.3± EASTING 1299266.8± 1299355.3± DESCRIPTION BEGIN REMOVING AND RESETTING GUARDRAIL END REMOVING AND RESETTING GUARDRAIL TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-02 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM LEVEE EMBANKMENT WITH CURB WALL LB STA 29+50 TO 33+50 SCALE: 1" = 20' FLOODWALL ADDITION AND CURB WALL LB STA 26+50 TO 29+50 SCALE: 1" = 20' KEY NOTES EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE AND RESET EXISTING GUARDRAIL, SEE SHEET C-103. REMOVE EXISTING CHAINLINK FENCE. EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. RECOMMENDED CONSTRUCTION SEQUENCE 1.PRE-CONSTRUCTION MEETING. 2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN). 3.FLAG OR FENCE CLEARING LIMITS. 4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED. 5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7.CONSTRUCT SEDIMENT PONDS AND TRAPS. 8.GRADE AND STABILIZE CONSTRUCTION ROADS. 9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G., CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION). 10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS. 11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS. 12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT. 13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS. 3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK.MATCHLINE SEE BELOWMATCHLINE SEE ABOVE0 SCALE: 10'20'40' 1'' = 20' 0 SCALE: 10'20'40' 1'' = 20'NN2 3 1 4 5 6 SF SF SF SF SF SFC&G C&G C&G C&G C&G C&G C&G C&G C&G C&GC&G C&G C&G C&G C&G C&G C&G C&G C&G 3 4 5 6 6 6 8 8 88 9 1818 12 13 100-YEAR FLOOD EXTENTS 30 35313233343637IMPROVEMENTS TO THE EXISTING SITE PER THE LAKE WASHINGTON LOOP TRAIL PROJECT (BY OTHERS) 16 SFSFSF SF SF SF SF SF SF C&G C&G C&G C&G C&G C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G C&G C&G C&G C&G 14 3 4 5 5 6 17 6 4 7 8 10 11 13 15 15 100-YEAR FLOOD EXTENTS 3 5 3 5 33 3434 36 363532 33 3416 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-03 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY NOTES ACCESS SITE VIA EAST PERIMETER ROAD AND EAST PERIMETER DRIVE. SEE TEC-05 FOR STAGING LOCATION. ACCESS SITE VIA "SUB SHOP #8" PARKING LOT. SEE TEC-05 FOR STAGING LOCATION. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL TEMPORARY CONSTRUCTION FENCE. INSTALL INLET PROTRECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE EXISTING SHRUB. REMOVE EXISTING TREE. REMOVE EXISTING SIGN AND POST. REMOVE EXISTING CONCRETE FLOODWALL. PLACE STRAW WATTLES AROUND EXISTING CATCH BASIN RIM. SEE KEY NOTE 4. PROTECT EXISTING FLOOD WALL. PROTECT EXISTING MANHOLE / CATCHBASIN. PROTECT EXISTING LIGHT. PROTECT EXISTING SIDEWALK. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. REMOVE EXISTING CATCH BASIN. REMOVE EXISTING PIPES WHERE THEY CONFLICT WITH THE REINFORCED CONCRETE FLOODWALL TYPE 2 AS SHOWN ON SHEET C-109. PLUG AND ABANDON IN PLACE ELSEWHERE. 1 RECOMMENDED CONSTRUCTION SEQUENCE 1.PRE-CONSTRUCTION MEETING. 2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN). 3.FLAG OR FENCE CLEARING LIMITS. 4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED. 5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7.CONSTRUCT SEDIMENT PONDS AND TRAPS. 8.GRADE AND STABILIZE CONSTRUCTION ROADS. 9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G., CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION). 10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS. 11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS. 12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT. 13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. REPAIR AND RAISE FLOODWALL LB STA 58+00 TO 60+00 SCALE: 1" = 10' WIDEN LEVEE EMBANKMENT LB STA 55+40 TO 56+90 SCALE: 1" = 10'NN 0 SCALE: 5'10'20' 1'' = 10' 0 SCALE: 5'10'20' 1'' = 10' 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 REMOVE EXISTING SIGN AND POST. RETAIN SIGN FOR RELOCATION. SEE SHEET C-105. 18 30 27 28 29 31 3230282931 1 4 6 10 7 12 13 100-YEAR FLOOD EXTENTS SOUTH BOEING BRIDGE SF SF SF SF SF SFHVFHVF HVFC&G C&GC&G C&G C&G C&G C&G C&G C&GC&GC&GC&GC&GC&GC&G14 11 5 35 35 34 353534 365 2 6 10 7 13 IMPROVEMENTS TO THE EXISTING SITE PER THE LAKE WASHINGTON LOOP TRAIL PROJECT (BY OTHERS) 100-YEAR FLOOD EXTENTS PROTECT EXISTING COMMUNICATIONS C&GC&G C&G C&G C&GC&G C&G C&GC&GC&GC&GC&GC&GC&G8 14 403738394138 373 5 6 13 9 100-YEAR FLOOD EXTENTS C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G13 5 14 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-04 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RAISE LEVEE EMBANKMENT LANDSCAPING BERM RB STA 63+30 TO 64+30 SCALE: 1" = 10' IMPROVE FLOODWALL TO EMBANKMENT TRANSITION RB STA 49+30 TO 50+30 SCALE: 1" = 10' KEY NOTES ACCESS SITE FROM RENTON AIRPORT VIA SOUTH BOEING BRIDGE. CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH RENTON AIRPORT AND BOEING FOR ACCESS. ACCESS SITE VIA EXISTING PARKING LOT. ACCESS SITE VIA EXISTING SIDEWALKS. USE THE SAME STAGING LOCATION DETAILED ON SHEET TEC-05. INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL TEMPORARY CONSTRUCTION FENCE. INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE EXISTING SHRUB. REMOVE EXISTING TREE PER PROJECT LANDSCAPING PLANS. PROTECT EXISTING BENCH. SURROUND THE EXISTING BENCH WITH HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01 TO MARK THE PROTECTED AREA. PROTECT EXISTING LIGHT AND ELECTRICAL BOX. PROTECT EXISTING CONCRETE POCKET WALL. PROTECT EXISTING ASPHALT/CONCRETE WALK. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. 2 3 1 EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. RECOMMENDED CONSTRUCTION SEQUENCE 1.PRE-CONSTRUCTION MEETING. 2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN). 3.FLAG OR FENCE CLEARING LIMITS. 4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED. 5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7.CONSTRUCT SEDIMENT PONDS AND TRAPS. 8.GRADE AND STABILIZE CONSTRUCTION ROADS. 9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G., CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION). 10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS. 11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS. 12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT. 13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.NO HEAVY MACHINERY SHALL BE DRIVEN ON PUBLIC TRAIL 3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 4 5 6 7 8 REMOVE AND REPLACE SIDEWALK AREA RB STA 65+50 SCALE: 1" = 10' 0 SCALE: 5'10'20' 1'' = 10'NNN 0 SCALE: 5'10'20' 1'' = 10' 0 SCALE: 5'10'20' 1'' = 10' 9 10 11 12 7 13 14 HVF HVFHVFHVF HVF HVF HVF HVF HVF HVFHVFHVFHVFHVFC&G C&GC&GC&G C&G C&G C&G C&G C&G C&GC&G C&G C & G C&G C&G C&G C&G C&GC&G 3 6 6 1 2 4 5 7 8 9 4 100-YEAR FLOOD EXTENTS (2 TREES)40363 7 3839414235 35 3233 343636 37 373534 2 10 TESC AND SITE PREPARATION PLAN DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-05 TESC AND SITE PREP PLAN.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RAISE LEVEE EMBANKMENT WITH FLOODWALL RB STA 65+90 TO 68+50 SCALE: 1" = 10' KEY NOTES ACCESS SITE FROM THE STAGING AREA LOCATED IN THE SENIOR ACTIVITIES CENTER PARKING LOT. INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40. INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01. INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE. REMOVE EXISTING HEDGE. REMOVE EXISTING TREE. REMOVE EXISTING FLAGPOLE.AND FOUNDATION. RETAIN FLAGPOLE FOR RESETTING. SEE SHT C-114 PROTECT EXISTING BUILDING AND FOUNDATION. PROTECT EXISTING CONCRETE WALK. STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE. 2 3 1 RECOMMENDED CONSTRUCTION SEQUENCE 1.PRE-CONSTRUCTION MEETING. 2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN). 3.FLAG OR FENCE CLEARING LIMITS. 4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED. 5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7.CONSTRUCT SEDIMENT PONDS AND TRAPS. 8.GRADE AND STABILIZE CONSTRUCTION ROADS. 9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G., CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION). 10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS. 11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS. 12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT. 13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. CONSTRUCTION CONSTRAINTS 1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS. 2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK. 4 5 6 7 8 9 0 SCALE: 5'10'20' 1'' = 10' N EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES. 10 15 20 25 30 15 20 25 30 1.5 1 1.5 1 2' FREEBOARD EXST GROUND ADJACENT TO WALL100 YEAR WSE FLOODWALL FOOTING EXCAVATION LIMIT 2 4 5 1 4 3 8 EXST T/W 27.1'±T/W 27.1'± FG 27.1'± FLOODWALL FOOTING KEY EG 27.2'± 13 20 18 19 21 22 23 24 27 26 24 23 25 25 25 25 2 3 OHW OHW OHW OHW OHW OHW OHW OHW CEDAR RIVER X X X 18+50 19+00 19+50 RENTON MUNICIPAL AIRPORT LIMIT OF EXCAVATION 100-YEAR FLOOD EXTENTS ROTATED ARM EL 29.5' 26± LF FLOODWALL EXST USACE LEFT BANK ALIGNMENT TOP OF EMBANKMENT 2 3 4 BEGIN CONSTRUCTION STA 18+50.00 END CONSTRUCTION STA 19+50.00 1 3 2 4 5 6 6 7 B A 10 11 11 14 COORDINATE TABLE POINT 1 2 3 4 5 6 NORTHING 183748.92 183708.06 183708.71 183701.93 183680.29 183652.85 EASTING 1299012.79 1299016.58 1299026.81 1299018.15 1299032.16 1299040.54 DESCRIPTION BEGIN CONSTRUCTION MATCH EXISTING GROUND MATCH EXISTING GROUND BEGIN FLOODWALL END FLOODWALL END CONSTRUCTION OHW OHW 15 20 25 30 35 15 20 25 30 35 0 5 10 15 200-5-10-15-20 1.5 1 FLOODWALL FOOTING KEY EXCAVATION LIMIT 100 YEAR WSE 2' FREEBOARD EXST GROUND FINISHED GRADE 5 WIDTH VARIES 0.0' - 10.0' FINISHED GRADE 9 2% 1.5 1 GRADE TO EXST GROUND AT 3H:1V NEAT LINE EXCAVATION AROUND KEY 1'1' 14 15 20 25 30 35 15 20 25 30 35 0 5 10 15 200-5-10-15-20 APPROXIMATE LOCATION OF WEATHER STATION ARM 1.5 1 FLOODWALL FOOTING KEY EXCAVATION LIMIT 100 YEAR WSE 2' FREEBOARD EXST GROUND FINISHED GRADE 5 2 4.9'± WIDTH VARIES 0.0' - 10.0' OHW OHW 5.9'± FINISHED GRADE9 2% 11 GRADE TO EXST GROUND AT 3H:1V NEAT LINE EXCAVATION AROUND KEY 1' 14 CONSTRUCTION NOTES 1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE WALL ARE APPROXIMATE. PROTECT IN PLACE. 2.PROVIDE TEMPORARY PROTECTION FOR WEATHER STATION DURING CONSTRUCTION. SEE CONTRACT SPECIFICATION SECTION 1-12. 3.PROTECT EXISTING FLOODWALL. 4.MATCH EXISTING FLOODWALL TOP ELEVATION. 5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 6.PROTECT EXISTING 3" BRASS DISK DURING CONSTRUCTION. 7.TOP OF LEVEE WIDTH SHALL BE 10' MINIMUM. 8.EMBED FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION. 9.REINFORCED CONCRETE FLOODWALL TYPE 1 PER DETAIL 1, THIS SHEET. 10.REPLACE STOCKPILED RIPRAP ON RIVERWARD SLOPE. 11.SHORE EXCAVATION WHEN IN THE VICINITY OF THE WEATHER STATION. 12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEET L-01. 13.JOIN NEW FLOODWALL STEM TO EXISTING FLOODWALL WITH WATERSTOP. SEE DETAIL 2, THIS SHEET. 14.INSTALL AIRPORT SECURITY FENCE (BY OTHERS). 1 2 3 4 5 8 6 7 9 10 11 12 13 14 1'-3"3'-6"1'-3"1'-0"1'-6"3'-9" 4'-0" 5'-3"2'-0"3"2"#5@12" O.C. EACH WAY, EACH FACE #5@12" O.C. EACH WAY, EACH FACE #5 TIE @ 12" O.C. 2-#5 BARS FINISHED GRADE 0 SCALE: 5'10'20' 1'' = 10' FLOODWALL PLAN SCALE: 1" = 10' FLOODWALL PROFILE SCALE: HORIZ: 1" = 10', VERT: 1" = 2'NLB STA 18+50 TO 19+50 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-101 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N PLAN AND PROFILE SITE LOCATION FLOODWALL SECTIONA _SCALE: HORIZ: 1" = 5', VERT: 1" = 5' FLOODWALL SECTIONB _SCALE: HORIZ: 1" = 5', VERT: 1" = 5' REINFORCED CONCRETE FLOODWALL TYPE 1 DETAIL SCALE: NTS1 FLEXIBLE JOINT SEALANT COMPRESSIBLE BACKER SEALANT DEPTHSEE NOTE 3.0 BFLEXIBLE JOINT SEALANT NOTES: 1.0 FLEXIBLE JOINT SEALANT: A.FLEXIBLE JOINT SEALANT SHALL BE SIKAFLEX-2C NS, OR APPROVED EQUAL. B.JOINT SEALANT MATERIAL SHALL BE A GUNNABLE OR CAULKABLE MATERIAL MEETING THE REQUIREMENTS OF ASTM C 920, TYPE S (SINGLE COMPONENT) OR TYPE M (MULTICOMPONENT). GRADE NS (A NON-SAP OR GUNNABLE SEALANT THAT PERMITS APPLICATION IN JOINTS ON VERTICAL SURFACES WITHOUT SAGGING OR SLUMPING WHEN APPLIED AT TEMPERATURES BETWEEN 4.4 AND 50°C (40 AND 122°F)) 2.0 JOINT SURFACE PREPARATION: A.JOINT SURFACE PREPARATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. B.ALL JOINT WALL SURFACES MUST BE CLEAN, SOUND, AND FROST-FREE. JOINT WALLS MUST BE FREE OF OLD SEALANT, OILS, GREASE, CURING COMPOUND RESIDUES, AND ANY OTHER FOREIGN MATTER THAT MIGHT PREVENT BOND. SUBSTRATE SHALL BE CLEANED BY MECHANICAL MEANS. C.PLANT MATERIAL SHALL BE REMOVED FROM JOINT AND REMOVED FROM ADJACENT AREAS TO PREVENT FUTURE GROWTH FROM ENTERING THE JOINT. FLEXIBLE JOINT SEALANT NOTES (CONT.) D.SIKAFLEX 429 PRIMER SHALL BE APPLIED TO THE JOINTS AFTER CLEANING, PRIOR TO FLEXIBLE JOINT SEALANT APPLICATION, ACCORDING TO THE MANUFACTURER'S WRITTEN INSTRUCTIONS, INCLUDING HEALTH AND SAFETY RECOMMENDATIONS. 3.0 FLEXIBLE JOINT SEALANT APPLICATION: A.FINISHED DEPTH OF SEALANT SHALL BE ½ OF THE JOINT WIDTH, BUT NOT LESS THAN ¼ INCH OR GREATER THAN ½ INCH. DEPTH SHALL BE MEASURED FROM INSIDE OF CHAMFERED EDGE TO OUTSIDE FACE OF BACKER MATERIAL. B.BACKER SHALL BE INSTALLED IN BOTTOM OF JOINT TO ACHIEVE THE REQUIRED SEALANT DEPTH. BACKER MATERIAL SHALL BE COMPRESSIBLE TO ALLOW UNRESTRICTED MOVEMENT OF THE JOINT AND COMPATIBLE WITH THE SEALANT. C.JOINT SEALANT APPLICATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. D.APPLICATION SHALL OCCUR IN TEMPERATURES BETWEEN 40° F AND 100°F. E.SEALANT SHALL ONLY BE APPLIED TO CLEAN, SOUND, DRY, AND FROST-FREE SUBSTRATES. F.AVOID OVERLAPPING OF SEALANT AS OVERLAPS MAY ENTRAP AIR IN THE JOINT. G.TOOL SEALANT TO ENSURE FULL CONTACT WITH JOINT WALLS AND REMOVE AIR ENTRAPMENT. EXST FLOODWALL NEW FLOODWALL COMPRESSIBLE BACKER FLEXIBLE JOINT SEALANT WATERSTOP WALL CONNECTION DETAIL SCALE: NTS2 20 25 30 35 20 25 30 35 100 YEAR WSE EXST FLOODWALL EXST GROUND 2 EXCAVATION LIMIT 7 T/W 28.7'± EXST T/W 28.2'± 2' FREEBOARD xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx T/W 29.0'± EXST T/W 28.5'± EG 28.2'± 4 TOP OF FLOODWALL ADDITION TOP OF FENCE TOP OF BARBED WIRE 9 9 4 252426272820 2525 22 23 24 26 27 282323 22 21 CEDAR RIVER 26+00 26+50 27+00 27+50 28+00 28+50 29+0 0 29+5 0 30+00 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW EXST USACE LEFT BANK ALIGNMENT 1 2 3 BEGIN CONSTRUCTION STA 26+50.00 1 2 3 4 5 100-YEAR FLOOD EXTENTS 25 EXCAVATION LIMITS 5 25 2324 26 27 28 68 7 9 CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-1033.REMOVE AND REPLACE EXISTING BIRD PREVENTION WIRE ALONGLENGTH OF FLOODWALL RAISE.4.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FORFULL LENGTH OF REINFORCED CONCRETE CURB WALL. THE FACE OFGUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE REINFORCEDCONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, THIS SHEET.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL.THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THEFACE OF THE CONCRETE CURB WALL.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.FILL ON BACKSIDE OF CONCRETE CURB WALL SHALL BE COMMON BORROW. SLOPE2H:1V TO EXISTING GRADE.8.PROTECT EXISTING CARSONITE MARKER. COORDINATE TABLE POINT 1 2 3 4 5 NORTHING 182976.65 182970.43 182770.43 182679.02 182671.37 EASTING 1299220.73 1299221.70 1299270.34 1299264.53 1299264.07 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL RAISE ANGLE POINT END FLOODWALL RAISE, BEGIN CONCRETE CURB WALL ANGLE POINT CONSTRUCTION NOTES 1.FLOODWALL RAISE PER DETAIL 1, C-104. 2.CONCRETE CURB WALL PER SECTION A, SHEET C-103 3.REMOVE AND REPLACE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OF FLOODWALL RAISE. 4.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 5.PROTECT EXISTING CATCH BASIN. 6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104. 7.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTH OF REINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL. 8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARD PLAN C-23.60-04. 9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND, BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE HEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BY OTHERS). 1 2 3 4 5 6 7 8 9 0 SCALE: 10'20'40' 1'' = 20' FLOODWALL RAISE PLAN SCALE: 1" = 20' FLOODWALL RAISE PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NMATCHLINE SEE SHEET C-103DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N SITE LOCATIONMATCHLINE SEE SHEET C-103LB STA 26+50 TO 29+50 FLOODWALL RAISE AND CURB WALL PLAN AND PROFILE 20 25 30 35 20 25 30 35 2' FREEBOARD 100 YEAR WSE TOP OF CURB WALL 6 EXCAVATION LIMITEXST GROUND 1 T/W 30.1'± EG 29.6'± 25 24 26 27 28 29 19202122 23 24 25 26 27 28 29 28 27 26 25 24 23 23 22 CEDAR RIVER 30+00 30+50 31+00 31+50 32+00 32+50 33+00 33+50 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW 100-YEAR FLOOD EXTENTS EXST USACE LEFT BANK ALIGNMENTA EXST ACCESS ROAD END CONSTRUCTION STA 33+50.00 6 7 EXST GUARDRAIL 3 EXCAVATION LIMITS EXST CITY WATER LINE CROSSING UNDER CEDAR RIVER 4 6 CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-1033.REMOVE AND REPLACE EXISTING BIRD PREVENTION WIRE ALONGLENGTH OF FLOODWALL RAISE.4.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FORFULL LENGTH OF REINFORCED CONCRETE CURB WALL. THE FACE OFGUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE REINFORCEDCONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, THIS SHEET.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL.THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THEFACE OF THE CONCRETE CURB WALL.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.FILL ON BACKSIDE OF CONCRETE CURB WALL SHALL BE COMMON BORROW. SLOPE2H:1V TO EXISTING GRADE.8.PROTECT EXISTING CARSONITE MARKER. COORDINATE TABLE POINT 6 7 NORTHING 182326.39 182298.95 EASTING 1299349.80 1299349.24 DESCRIPTION END CONCRETE CURB WALL END CONSTRUCTION OTHERS). CONSTRUCTION NOTES 1.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 2.CONCRETE CURB WALL PER SECTION A, THIS SHEET. 3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTH OF CONCRETE CURB WALL.THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE CONCRETE CURB WALL. 6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104. 7.FILL ON BACKSIDE OF CONCRETE CURB WALL SHALL BE COMMON BORROW. SLOPE 2H:1V TO EXISTING GRADE. 8.PROTECT EXISTING CARSONITE MARKER. 1 3 4 5 6 2 0 SCALE: 10'20'40' 1'' = 20' CONCRETE CURB WALL PLAN SCALE: 1" = 20' CONCRETE CURB WALL PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NMATCHLINE SEE SHEET C-102DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N SITE LOCATIONMATCHLINE SEE SHEET C-102LB STA 29+50 TO 33+50 LEVEE EMBANKMENT WITH CURB WALL PLAN AND PROFILE 6"3'±EXISTING ASPHALT PAVEMENT RESTORED GRASS STRIP 18"CONCRETE CURB WALL6"VARIES#4 LONGITUDINAL BARS #4 DOWEL BARS INTO EXST FLOODWALL (TYP) EXST GROUND #4 LONGITUDINAL BARS #4 DOWEL BARS @ 12" O.C. EXST CONC FLOODWALL LONGITUDINAL SECTION NTS CROSS SECTION NTS6"VARIESxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxEXST CONC FLOODWALL FLOODWALL NOTES 1.WHERE THE RAISED FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND, BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE HEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. SEE DETAIL 3, THIS SHEET FOR AIRPORT SECURITY FENCE. 1 1 12"12" 1" EXPANSION JOINTS, MATCH EXST FLOODWALL LOCATIONS EXST GROUND 2' FREEBOARD 100 YEAR WSE 3 1 EXST GUARDRAIL EXST PAVEMENT 1 4 CONCRETE CURB WALLA NTS EXCAVATION LIMITS 34 1 2 CONCRETE CURB WALL NOTES 1.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 2.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OF CONCRETE CURB WALL.THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE CONCRETE CURB WALL. 3.FILL ON BACKSIDE OF CURB WALL SHALL BE COMMON BORROW. SLOPE 2H:1V TO EXISTING GRADE. 4.CONCRETE CURB WALL PER DETAIL 2, THIS SHEET. TOP OF WALL ELEVATION PER PROFILE, SHEET C-103. 5.AIRPORT SECURITY FENCE. SEE DETAIL 3, THIS SHEET. 1 3 4 2 5 4 XXXXX X X X X X X X X X X XXXXX X X X X X X X X X X XXXXX X X X X X XXXXX XXX X X X X X XXXX XXXX X X X X XXXX XXXX X X X X XXXX XXXXX X X X X X XXXXX XXXX X XX X X XXX X X X X X X XX X X X X XXXXX X X X X X X XX XXXXX X X X X XXXX X X XXXX X X X X XXXX X X XX X X X STEEL POST SCHEDULE USE AND SECTION CORNER, END & PULL POSTS TUBULAR - ROUND LINE POSTS TUBULAR - ROUND BOTTOM & BRACE RAILS TUBULAR - ROUND LINE POST EXTENSION ARM DETAILS CORNER POST BRACE RAIL ATTACHMENT END OR GATE POST DETAIL TENSION BAND DETAIL FASTENING DETAILS LINE POST ATTACHMENTS BRACE RAIL CLAMP DETAIL TRUSS ROD AND BAND BRACE PANEL DETAIL PROVIDE BRACE PANEL WHENEVER STRAIGHT RUNS EXCEED 500 FEET. NOTE: GROUNDING DETAIL 10' MAXIMUM 10' MAXIMUM LINE POSTS TO BE EQUALLY SPACED 16" MIN. DIA.12"1/2" (TYP.) 10' MAX.10'12"45°24"35°12"NO SCALE MINIMUM OUTSIDE DIMENSIONS (NOMINAL)A.WIRE TIES, RAILS, POSTS, AND BRACES SHALL BE CONSTRUCTED ON THE SECURE SIDE OF THE FENCE ALIGNMENT. CHAIN-LINK FABRIC SHALL BE PLACED ON THE SIDE OPPOSITE THE SECURE AREA. B.ONLY 9-GAGE GALVANIZED STEEL TIE WIRES SHALL BE USED FOR FASTENING THE FENCE FABRIC TO FENCE POSTS AND RAILS. 16-GAGE, STAINLESS STEEL TIE WIRES SHALL BE USED FOR FASTENING FENCE FABRIC TO TENSION WIRES. HOG RINGS SHALL NOT BE ALLOWED ON SENSORED FENCES. C.BOTTOM RAIL SHALL BE ATTACHED TO DOUBLE RAIL ENDS USING 1 2" CARRIAGE BOLTS AS SHOWN. ADDITIONAL HOLES SHALL BE DRILLED THROUGH THE BOTTOM RAIL ENDS TO ENSURE THAT CARRIAGE BOLTS PASS THROUGH THE BOTTOM RAIL AS SHOWN.6"36"6'1" MAX10" MIN. DIA. 6" (TYP.) 24" 8" (T Y P.) 2 7/8" O.D. 2" O.D.12"HORIZONTAL CONNECTION 2 3/8" O.D. 1.3 STRAND BARBED -WIRE APRON ON EXTENSION ARMS 2.TOP TENSION WIRE, 2" BELOW TOP OF FABRIC 3.BRACE RAIL 4.9-GAGE STEEL TIE WIRES, 16" O.C. MAX & W/IN 4" FROM TOP & BOTTOM OF FABRIC 5.TRUSS ROD (1 2" MIN. DIA.) 6.CORNER, END, OR PULL POST 7.LINE POST 8.9-GAGE STEEL TIE WIRES (TYP.),(12"mm O.C. MAX.) 9.CHAIN-LINK FABRIC (9 GAGE, 2" MESH), BLACK WEATHER RESISTANCE GRATED STEEL WIRE 10.BOTTOM OF FABRIC, ABOVE FINISHED GRADE - 1 1 2" MIN, 2 1 2" MAX 11.BOTTOM TENSION WIRE, 2" ABOVE BOTTOM OF FABRIC 12.CONCRETE BASE 13.GRADE LINE 14.TENSION BAND (16" O.C. MAX. & W/IN 2" FROM TOP & BOTTOM OF FABRIC) 15.TENSION BAR TO ENGAGE EACH FABRIC LINK 16.CARRIAGE BOLT W/PEENED THREADS 17.PULL POST 18.#8 AWG SOLID COPPER WIRE 19.MOLDED EXOTHERMIC WELD OR APPROVED CLAMP-TYPE FITTING OF COPPER 20.3" DIA. COPPER-CLAD STEEL GROUND ROD 21.ENDS TWISTED AT LEAST THREE FULL TURNS 22.1 2" PLAIN PIN RIVETED FLUSH (TYP.) 23.SECURE SIDE 24.LOCK PIN, TYP 25.1" X 1 8" FLAT BAR FASTEN TO STEEL BEAM 26.1 2" BOLT 10' MAX. SECURITY FENCE NOTES NO SCALE NO SCALE NO SCALE SECURITY FENCE KEY NOTES 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 2 2 3 3 3 4 4 5 5 5 5 6 5 7 7 7 7 7 8 8 9 9 9 9 10 11 11 12 12 13 14 14 15 16 17 18 19 20 21 22 22 23 23 24 24 25 26 12" FLOODWALL RAISE WITH CAST-IN-PLACE CONCRETE SCALE: NTS1 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-104 FLOODWALL ADDITION AND LEVEE EMBANKMENT WITH CURBWALL DETAILS.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM CONCRETE CURB WALL DETAIL SCALE: NTS2 LB STA 26+50 TO 33+50 FLOODWALL RAISE AND LEVEE EMBANKMENT WITH CURBWALL DETAILS AIRPORT SECURITY FENCE DETAIL SCALE: NTS3 30 34 35 35 3530 30 38 30 29 37 34 33 31 323533343736OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CEDAR RIVER 100' FROM LOGAN AVENUE BRIDGE 0+50 1+00 1+50 2+00 2+50 2+65.30C C FC C C C C C55+00 55+50 56+00 56+50 57+00 57+50 100-YEAR FLOOD EXTENTS LOGAN AVENUE BR IDGE A C-107 1 3 4 5 6 EXCAVATION LIMIT TEST HOLE #1A EG 30.10 IE 25.02 TEST HOLE #1 EG 30.06 IE 26.23 TEST HOLE #3 EG 34.98 IE 27.15 LAKE WASHINGTON TRAIL LOOP PROJECT (BY OTHERS) MSE FLOODWALL LEVELING PAD 1 2 2 2 2 3 3 4 5 6 12 9 B C-107 C C-107 D C-107 7 3532333436353132333487 8 9 EXST FLOODWALL STA 0+59.53 STA 1+12.19 STA 1+22.69 STA 1+61.33 STA 2+36.69 FL 30.1± MATCH EXST FL 31.55 FL 36.4± MATCH EXST 13 14 10 11 10 STA 2+50.00 15 USACE STA 55+09.53, OFF 1.15'L USACE STA 56+91.32, OFF 11.92'R USACE LEFT BANK ALIGNMENT CONSTRUCTION NOTES 1.SHORE ON SOUTHERN END OF WALL EXCAVATION TO PROTECT NEW SIDEWALKS, RAMPS, AND ROAD INSTALLED UNDER THE LAKE WASHINGTON LOOP TRAIL PROJECT. 2.PROTECT EXISTING CATCH BASIN / MANHOLE. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING. 4.PROTECT EXISTING 12" WATER LINE (CITY OF RENTON). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 5.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 7.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT PER CITY OF RENTON STANDARD PLAN 103. 8.STEP MSE FLOODWALL IN SINGLE-BLOCK INCREMENTS. SEE WALL PROFILE, C-106. 9.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER CITY OF RENTON STANDARD PLAN 101 ON THE NORTHEAST SIDE OF PERMITER ROAD. 10.PROTECT EXISTING FLOODWALL. 11.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEET L-04. 12.PLACE 20' WIDTH OF 4" THICK CSBC. SEE MSE FLOODWALL AT ACCESS POINT, SECTION D, C-107. 13.RELOCATE EXISTING STOP SIGN. 14.RELOCATE EXISTING NO PARKING / BIKE ROUTE / E. PERIMETER RD. SIGNS FROM CURRENT LOCATION TO NEW LOCATION BEYOND MSE FLOODWALL. 15.RESTORE 16" STOPBAR IN PAVEMENT RESTORATION AREA PER CITY OF RENTON STANDARD PLAN 128. 6 2 3 4 5 1 7 8 9 10 11 12 13 14 15 TRAFFIC CONTROL NOTES 1.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING AND IMPLEMENTING A TRAFFIC CONTROL PLAN. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE ENGINEER FOR REVIEW AND APPROVAL. COORDINATE TABLE POINT 1 3 4 5 6 7 8 9 10 NORTHING 180319.28 180281.16 180272.58 180241.03 180178.16 180279.67 180238.52 180170.51 180167.05 EASTING 1300108.32 1300129.29 1300135.35 1300157.65 1300199.19 1300127.19 1300153.97 1300196.81 1300206.53 DESCRIPTION BEGIN CONSTRUCTION BEGIN MSE FLOODWALL / BEGIN TAPER END TAPER ANGLE POINT END MSE FLOODWALL FLOW LINE FLOW LINE ANGLE POINT FLOW LINE END CONSTRUCTION DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-105 WIDEN LEVEE EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM MSE FLOODWALL PLAN SCALE: 1" = 10' 0 SCALE: 5'10'20' 1" = 10'NKEY MAP SCALE: 1" = 1000' N SITE LOCATION 8' TOP OF LEVEE WIDTH LB STA 55+40 TO 56+90 WIDEN LEVEE EMBANKMENT PLAN 15 20 25 30 35 40 15 20 25 30 35 40 1+00 2+00 2+60 100' FROM LOGAN AVENUE BRIDGE 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD 12" EXST HPW 12" EXST HPW 4" EXST GAS STA 2+37.42 T/W 37.0'±STA 1+84.92 T/W 37.0'±STA 1+84.92 T/W 36.3'± STA 1+23.42 T/W 36.3'± STA 1+12.92 T/W 31.62' STA 2+37.42 FG 36.75' STA 2+19.33 FG 36.25' STA 1+24.31 FG 35.60' 2H:1VSTEP WALL DOWNTO APPROXIMATE2H:1V SLOPEEXST FLOODWALL EXST HIGH GROUND (OFFSET FROM EXST FLOODWALL) 1.5H:1V EXCAVATION LIMITS STA 2+03.4± 24" EXST SS CROSSING IE 17.4'±12.1'±0.8'±4.1'±3.6'±1.6'± 8 7 1 9 10 (TYP) 4 4 3 6 5 FINISHED GRADE EXST GROUND GEOGRID (TYP) B/FTG 28.12' B/FTG 28.79' B/FTG 29.45' B/FTG 30.12' B/FTG 30.79' B/FTG 31.45' B/FTG 32.12' B/FTG 32.79' B/FTG 33.45' STA 1+19.4± 12" EXST HPW CROSSING IE 26.3'± STA 1+62.5± 4" EXST GAS CROSSING IE 27.6'± STA 2+17.9± 12" EXST HPW CROSSING IE 28.2'± STA 2+14.8± 12" EXST HPW CROSSING IE 27.0'±2 MSE FLOODWALL PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-105 WIDEN LEVEE EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM CONSTRUCTION NOTES 1.SHORE ON SOUTHERN END OF WALL EXCAVATION TO PROTECT NEW SIDEWALKS, RAMPS, AND ROAD INSTALLED UNDER THE LAKE WASHINGTON LOOP TRAIL PROJECT. 2.POTHOLE EXISTING UTILITY AT CROSSING. OMIT MASONRY BLOCKS WITHIN 2' OF PIPE CROWN. BACKFILL AREA WITH CSBC. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING. 4.ADJUST GEOTEXTILE LOCATION UPWARDS BY ONE (1) MASONRY BLOCK WHERE THE WALL HEIGHT INCREASES. 5.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 7.PLACE 20' WIDTH OF 4" THICK CSBC. SEE MSE FLOODWALL AT ACCESS POINT, SECTION D, C-107. 8.PROTECT EXISTING FLOODWALL. 9.GRAVEL LEVELING PAD PER DETAIL 1, SHEET C-108. 10.LEVELING PAD STEP PER DETAIL 2, SHEET C-108. 6 2 3 4 5 1 7 8 9 10 LB STA 55+40 TO 56+90 WIDEN LEVEE EMBANKMENT PROFILE 15 20 25 30 35 40 45 15 20 25 30 35 40 45 0 5 10 15 200-5-10-15-20 2' FREEBOARD EXST GROUND FINISHED GRADE GEOGRID (TYP) 12" MIN GRAVEL BACKFILL FOR WALLS 8' MIN CROWN WIDTH EXCAVATION LIMIT 9 EXST FLOODWALL 1.5H:1V (TYP) MSE WALL 11" WIDTH 6' 2.6'EXST 12" HPWLOCATION APPROX.IE 25.2' ±EXST 12" HPWLOCATION APPROX.IE 26.4' ±EXST 4" GASLOCATION APPROX.IE 27.5' ±0.7'± 7' 1 2 4 8 7 11 33615 20 25 30 35 40 45 15 20 25 30 35 40 45 0 5 10 15 200-5-10-15-20 EXST GROUND 3' FREEBOARD FINISHED GRADE GEOGRID (TYP) 12" MIN GRAVEL BACKFILL FOR WALLS EXCAVATION LIMIT 9 1.5H:1V (TYP) EXST 24" SS LOCATION APPROX. IE 17.4' ± 2.6'EXST 12" HPWLOCATION APPROX.IE 25.9' ±EXST 12" HPWLOCATION APPROX.IE 27.1' ±8' CROWN WIDTH MSE WALL 11" WIDTH 6' 2'30"7'EXST 4" GASLOCATION APPROX.IE 27.5' ±7' 8'3367 8 2 4 12 5 RELOCATED STOP SIGN 1.6'15 20 25 30 35 40 45 15 20 25 30 35 40 45 0 5 10 15 200-5-10-15-20 3' FREEBOARD FINISHED GRADE FINISHED GRADE 12" MIN GRAVEL BACKFILL FOR WALLS EXST GROUND 1.5H:1V (TYP) 10H:1V EXCAVATION LIMIT 2.8' 8' CROWN WIDTH MSE WALL 11" WIDTH EXST 4" GASLOCATION APPROX.IE 27.7' ±6'68 2 4 7 10 EXST 24" SS LOCATION APPROX. IE 17.4' ± 5 15 20 25 30 35 40 45 15 20 25 30 35 40 45 0 5 10 15 200-5-10-15-20 3' FREEBOARD EXST GROUND FINISHED GRADE GEOGRID (TYP) 12" MIN GRAVEL BACKFILL FOR WALLS EXCAVATION LIMIT 9 SLOPE VARIES TRANSITION AREA BETWEEN 10% AND 2H:1V EXST 24" SS LOCATION APPROX. IE 17.4' ± PIPES ADJACENT TO SECTION ARE SHOWN FOR REFERENCE 3.1' 8' CROWN WIDTH MSE WALL 11" WIDTH 6'EXST 4" GASLOCATION APPROX.IE 27.6' ±12" EXST HPW 12" EXST HPW 4.5' PIPE CROSSING 7'65 7 3 1.5H:1V (TYP) 8 2 4 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-105 WIDEN LEVEE EMBANKMENT.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM MSE FLOODWALL SECTION - HPW CROSSINGA _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' MSE FLOODWALL SECTION - STOP SIGN RELOCATIONB _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' MSE FLOODWALL SECTION - HPW CROSSINGC _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' MSE FLOODWALL SECTION - MAINTENANCE ACCESSD _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' CONSTRUCTION NOTES 1.POTHOLE EXISTING UTILITY AT CROSSING. OMIT MASONRY BLOCKS WITHIN 2' OF PIPE CROWN. BACKFILL AREA WITH CSBC. 2.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT 2' OFFSET FROM EDGE OF NEW CURB AND GUTTER PER CITY OF RENTON STANDARD PLAN 103. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING. 4.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER CITY OF RENTON STANDARD PLAN 101 ON NORTHEAST SIDE OF PERIMETER ROAD. 5.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD VIA SURFACE LOCATES. 7.GRAVEL LEVELING PAD PER DETAIL 1, SHEET C-108. 8.BACKFILL WITH CSBC. 9.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 10.4" CSBC. 11.PROTECT EXISTING FLOODWALL. 12.SIGN MOUNTING POST PER CITY OF RENTON STANDARD PLAN 129. 6 2 3 4 5 1 7 8 9 10 11 12 LB STA 55+40 TO 56+90 WIDEN LEVEE EMBANKMENT DETAILS 2'-0"6"61 2"11" STANDARD MASONRY UNIT (MSE FLOODWALL) 1/2"-3/4" CRUSHED STONE OR GRAVEL (95% STANDARD PROCTOR DENSITY)6"8"9"1'-6" 6"45°' STANDARD MASONRY UNIT (MSE FLOODWALL) GRAVEL LEVELING PAD GRAVEL LEVELING PAD SCALE: NTS1 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-108 WIDEN EVEE EMBANKMENT DETAILS.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM LEVELING PAD STEP SCALE: NTS2 LB STA 55+40 TO 56+90 WIDEN LEVEE EMBANKMENT DETAILS 25 30 35 40 45 25 30 35 40 45 EXST GROUND 100 YEAR WSE 2.5% EXST WALL EXST WALL EXCAVATION LIMITS TOP OF EXST WALL TOP OF EXST WALL EXST GROUND AT LOGAN AVENUE BRIDGE EXST GROUND ADJACENT TO EXST WALL EXST HIGH GROUND TIE IN 7 3 6 5 2 6 4 3 2 100' FROM LOGAN AVENUE BRIDGE 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD TEST HOLE #6 IE 26.6'± TEST HOLE #6A IE 29.1'± 1.5H:1V 1.5H:1V 3.6'5.2'11 12 8 T/W 37.3'± MATCH EXST EG 36.2'± EL 38.03' T/W 37.4'± T/W 37.3'± 4.5' TOTAL HEIGHT TOP OF OVERBUILD FILL 37.6'± TOP OF EMBANKMENT FILL 36.2'± OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW CEDAR RIVE R 100' FROM LOGAN AVENUE BRIDGE 8 57+ 5 0 58+ 0 0 58+5 0 59+0 0 59+50 6 0 + 0 0 60 + 5 0 TOP OF EMBANKMENT FILL EXST USACE LEFT BANK ALIGNMENT 100-YEAR FLOOD EXTENTSLOGAN AVENUE BR IDGE EXCAVATION LIMIT C - A - 3 327 26 4 24 13 1 12 8 8 9 5 8 9 9 TEST HOLE #6 TEST HOLE #6A B - 35 3 5 33 3434 36 3 6 5 1310 14 STA 58+00.00 STA 60+50.00 TOP OF OVERBUILD FG 37.0± 3H:1V MAX 8' MINIMUM LEVEE SECTION CROWN WIDTH EXST GROUND 100 YEAR WSE 2' FREEBOARD 1.5H:1V 1.5H:1V EXCAVATION LIMITS EMBANKMENT SECTIONC _NTS 5 7 6 EXST CONC WALL VARIESCONCRETE FLOODWALL RAISEA _NTS EXST SIDEWALK EXST GROUND EXISTING CURB AT LOGAN AVE. 6.5' ±LOGAN AVENUE 6"MIN1 COORDINATE TABLE POINT 1 2 3 4 5 6 7 8 9 NORTHING 180110.86 180098.02 180051.71 180047.29 180041.61 180031.76 180010.35 179985.69 179926.95 EASTING 1300285.68 1300312.61 1300302.69 1300308.04 1300312.45 1300366.14 1300380.75 1300414.77 1300425.01 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL RAISE END FLOODWALL RAISE BEGIN REINFORCED CONCRETE FLOODWALL TYPE 2 ANGLE POINT ANGLE POINT END REINFORCED CONCRETE FLOODWALL TYPE 2 /BEGIN EMBANKMENT END EMBANKMENT END CONSTRUCTION CONSTRUCTION NOTES 1.FLOODWALL RAISE PER DETAIL 1, C-110. 2.REINFORCED CONCRETE FLOODWALL TYPE 2 PER DETAIL 2, C-110. 3.RAISE EMBANKMENT PER SECTION A, THIS SHEET. 4.TAPER EMBANKMENT AND OVERBUILD AT TRANSITION TO CONCRETE FLOODWALL. 5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 6.EMBANKMENT OVERBUILD FILL SHALL BE 6" MIN COMMON BORROW. 7.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE. 8.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING). 9.PROTECT EXISTING 24" SEWER MAIN (KING COUNTY). 10.INSTALL NEW CONCRETE INLET PER CITY OF RENTON STANDARD PLAN 200.30. 11.BEDDING SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. 12.PROTECT EXISTING 1" UNKNOWN UTILITY. 13.PROTECT EXISTING CATCH BASIN 14.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEET L-05. 6 2 3 4 5 1 7 8 9 10 11 12 13 14 25 30 35 40 25 30 35 40 0 5 100-5-10 EXCAVATION LIMIT 11 23' FREEBOARD EXST GROUND 100-YR WSE NEAT LINE EXCAVATION AROUND KEY 0 SCALE: 10'20'40' 1" = 20'FLOODWALL AND EMBANKMENT PLAN SCALE: 1" = 20' FLOODWALL AND EMBANKMENT PROFILE SCALE: HORIZ: 1" = 20' VERT: 1" = 5' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-109 REPAIR AND RAISE FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N REINFORCED CONCRETE FLOODWALL TYPE 2 SECTIONB _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' LB STA 58+00 TO 60+00 REPAIR AND RAISE FLOODWALL PLAN AND PROFILE SITE LOCATION 12"12"6"VARIES#4 LONGITUDINAL BARS #4 DOWEL BARS INTO EXST FLOODWALL (TYP) 1" EXPANSION JOINTS, MATCH EXST FLOODWALL LOCATIONS EXST CONC FLOODWALL EXST GROUND #4 LONGITUDINAL BARS #4 DOWEL BARS EXST CONC FLOODWALL LONGITUDINAL SECTION NTS CROSS SECTION NTS6"VARIES4'-6"4'-6"1'-3"8" 1'-0 3/4"2'-4 1/2"1'-0 3/4"2'-0"3"2"2"1'-0"1'-6" 3/4" CHAMFER (TYP) #5@12" O.C. EACH FACE #5@6" O.C. EACH FACE #5@12" O.C. EACH WAY, TOP AND BOT FINISHED GRADE 2-#5 BARS #5 TIE @ 12" O.C. FLOODWALL RAISE WITH CAST-IN-PLACE CONCRETE SCALE: NTS1 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-110 REPAIR AND RAISE FLOODWALL DETAILS.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM REINFORCED CONCRETE FLOODWALL TYPE 2 DETAIL SCALE: NTS2 LB STA 58+00 TO 60+00 REPAIR AND RAISE FLOODWALL DETAILS 25 30 35 40 25 30 35 40 EXST GROUND ADJACENT TO POCKET WALL 100 YEAR WSE 1 END OF EXST FLOODWALL EXST T/W 32.8'± TOP OF OVERBUILD FG 33.3'± TOP OF LEVEE EMBANKMENT FILL EL 32.8'± FLOODWALL/CLOSURE TRANSITION EXST T/W 32.9'± TOP OF LEVEE EMBANKMENT FILL EL 32.8'±TOP OF OVERBUILD FG 33.3'± MATCH EXST EG 32.3'± MATCH EXST EG 31.0'± MATCH EXST EG 31.5'± MATCH EXST EG 32.2'± 2 3 5 6 4 3 5 SOUTH BOEING BRIDGE EXCAVATION LIMIT 100' FROM SOUTH BOEING BRIDGE 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD 2H:1V 2H:1V 24 6.7% 5H:1V 2 5 30 30 25 26 27 28 29 31 322930313228 CEDAR RIVER OH W OHW OHW OHW OHW OHW OHW OHW OHW OHW 49+00 49+50 50+00 50+50FFFFFF F FF F F F F F F TOP OF EMBANKMENT FILL EXCAVATION LIMIT 100-YEAR FLOOD EXTENTS 100' FROM SOUTH BOEING BRIDGESOUTH BOEING BRIDGEEXST USACE RIGHT BANK ALIGNMENT A 8' MIN. CROWN WIDTH 6 5 1 2 3 4 5 6 7 7 TOP OF EMBANKMENT OVERBUILD 3 9 10 11 12 STA 49+30.00 STA 50+30.00 20 25 30 35 40 20 25 30 35 40 0 5 10 15 20 250-5-10-15-20-25 EXST 8' TRAIL EXCAVATION LIMIT 100 YEAR WSE 3' FREEBOARD 2H:1V MAX SIDESLOPE (TYP)8' MIN CROWN WIDTH TOP OF OVERBUILD FG 33.3'± TOP OF LEVEE EMBANKMENT FILL EL 32.8'± 4 7 2 8 CONSTRUCTION NOTES1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILEWALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR.2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. COMMON BORROW.3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE.6.PROTECT EXISTING 4" GAS (PSE).7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL.8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL.10.ADJUST JUNCTION BOX TO GRADE.11.PROTECT EXISTING LIGHTING POLE.12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEETL-01. COORDINATE TABLE POINT 1 2 3 4 5 6 7 NORTHING 181770.04 181757.32 181756.85 181751.90 181699.40 181698.92 181672.98 EASTING 1299684.27 1299687.84 1299687.94 1299689.26 1299700.01 1299700.14 1299708.35 DESCRIPTION BEGIN CONSTRUCTION BEGIN EMBANKMENT OVERBUILD BEGIN LEVEE EMBANKMENT FILL END OF EXISTING FLOODWALL END LEVEE EMBANKMENT FILL END EMBANKMENT OVERBUILD END CONSTRUCTION CONSTRUCTION NOTES 1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE WALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR. 2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. COMMON BORROW. 3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION. 4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE. 6.PROTECT EXISTING 4" GAS (PSE). 7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL. 8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE. 9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL. 10.ADJUST JUNCTION BOX TO GRADE. 11.PROTECT EXISTING LIGHTING POLE. 12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEET L-01. 6 2 3 4 1 7 8 9 5 10 11 12 EMBANKMENT PLAN SCALE: Custom EMBANKMENT PROFILE SCALE: HORIZ: 1" = 10', VERT: 1" = 2' 0 SCALE: 5.0229'10.0459'20.0918' CustomN EMBANKMENT SECTIONA _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-111 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM KEY MAP SCALE: 1" = 1000' N RB STA 49+30 TO 50+30 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION PLAN AND PROFILE SITE LOCATION 30 35 40 30 35 40 TOP OF OVERBUILD 100 YEAR WSE EXISTING HIGH GROUND 100' FROM LOGAN AVENUE BRIDGE 3' MINIMUM FREEBOARD 2' MINIMUM FREEBOARD APPROX. SHARED USE PATH FINISHED GRADE (BY OTHERS) TOP OF LEVEE EMBANKMENT FILL4H:1V 2H:1V 4H:1V EXCAVATION LIMITS SHORING 2 TOP OF OVERBUILD FG 36.3'±2 TOP OF LEVEE EMBANKMENT FILL EL 35.8'±3 5 TOP OF LEVEE EMBANKMENT FILL EL 36.0'± 5 LAKE WASHINGTON LOOP TRAIL PROJECT (BY OTHERS) 3 4 35 35 363433 3435353435 34 33 363738100' FROM LOGAN AVENUE BRIDGE 100-YEAR FLOOD EXTENTS 63+50 64+00 64+50 65+00 LOGAN AVENUE BR IDGE A - EXISTING USACE RIGHT BANK ALIGNMENT EXCAVATION LIMIT 4 4 3 SHARED USE PATH REVISION PER THE LAKE WASHINGTON TRAIL LOOP PROJECT (BY OTHERS) STA 63+30.00 STA 64+30.00 1 2 3 6 TOP OF EMBANKMENT OVERBUILD TOP OF EMBANKMENT FILL 1 2 4 5 5 5FG 35.3'± 7 EXCAVATION LIMIT 35 35 36 36 25 30 35 40 45 25 30 35 40 45 0 10 200-10-20 EXCAVATION LIMIT 100 YEAR WSE 3' FREEBOARD2H:1V MAX SIDESLOPE (TYP) 8' MIN CROWN WIDTH TOP OF OVERBUILD EL 36.4±TOP OF LEVEE EMBANKMENT FILL EL 35.99 2 1 4H:1V (TYP) (OVERBUILD) COORDINATE TABLE POINT 1 2 3 4 5 6 NORTHING 180513.99 180505.05 180505.05 180469.96 180462.39 180456.82 EASTING 1300194.01 1300204.51 1300204.51 1300239.99 1300269.86 1300274.34 DESCRIPTION BEGIN CONSTRUCTION BEGIN EMBANKMENT OVERBUILD BEGIN EMBANKMENT FILL END EMBANKMENT OVERBUILD / EMBANKMENT FILL END EMBANKMENT OVERBUILD / EMBANKMENT FILL END CONSTRUCTION CONSTRUCTION NOTES 1.EMBANKMENT OVERBUILD SHALL BE 6" MIN COMMON BORROW. 2.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION. 3.PROTECT EXISTING 4" GAS (PSE). 4.PROTECT EXISTING COMMUNICATION LINES AND STRUCTURES. 5.TOP OF EMBANKMENT FILL TO BE FLUSH WITH SHARED USE PATH CONSTRUCTED BY LAKE WASHINGTON LOOP TRAIL PROJECT. 6.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE 2 AS SHOWN ON SHEET L-02. 7.REPLACE EXISTING SIDEWALK WITH NEW SIDEWALK LANDING AND TRANSITION PANEL PER CITY OF RENTON STANDARD PLAN 102. 2 3 4 1 5 7 6 EMBANKMENT PLAN SCALE: 1" = 10' EMBANKMENT PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' 0 SCALE: 5'10'20' 1" = 10'NPLANTING NOTES 1.SEE SHEET L-06 FOR PLANTING NOTES. EMBANKMENT SECTIONA _SCALE: HORIZ: 1" = 5', VERT: 1" = 5' KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-112 RAISE LEVEE EMBANKMENT LANDSCAPING BERM.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 63+30 TO 64+30 RAISE LEVEE EMBANKMENT LANDSCAPING BERM PLAN AND PROFILE SITE LOCATION 30 35 40 30 35 40 3' FREEBOARD 100 YEAR WSE 1MATCH EXISTING EG 37.6'± MATCH EXISTING EG 37.5'± FG 37.10' FG 37.00' 1 22H:1V 3 403737 38393735363938 4040 24.5'± 11'±5% MAX1.25%3% MAXEXCAVATION LIMIT 32 2 1 1 2 3 4 5 6 A COORDINATE TABLE POINT NORTHING EASTING DESCRIPTION CONSTRUCTION NOTES 1.REPLACE SIDEWALK PER CITY OF RENTON STANDARD PLAN 102. 2.SAWCUT AT NEAREST EXPANSION JOINT. 3.PROTECT EXISTING 12" HIGH POWER WATER MAIN (BOEING). LOCATION SHOWN IS APPROXIMATE. COVER DEPTH IS ASSUMED BASED ON MINIMUM COVER DEPTHS SPECIFIED IN AVAILABLE AS-BUILT INFORMATION. 4.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEET L-02. 2 3 1 4 1 2 3 4 5 6 180338.31 180337.61 180313.42 180314.18 180349.36 180348.80 1300376.95 1300384.95 1300381.04 1300372.99 1300375.54 1300385.26 SIDEWALK HIGH GROUND SIDEWALK HIGH GROUND SIDEWALK CORNER SIDEWALK CORNER SIDEWALK CORNER SIDEWALK CORNER 65 + 5 0 EXISTING RIGHT BANK USACE ALIGNMENT STA 65+50.00 0 SCALE: 5'10'20' 1" = 10' SIDEWALK PLAN SCALE: 1" = 10' SIDEWALK SECTION SCALE: HORIZ: 1" = 10' VERT: 1" = 2'A N KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-112 RAISE LEVEE EMBANKMENT LANDSCAPING BERM.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM RB STA 65+50 REMOVE AND REPLACE SIDEWALK AREA PLAN AND SECTION SITE LOCATION 66+50 67+00 67+50 68+00 EXISTING USACE RIGHT BANK ALIGNMENT 100-YEAR FLOOD EXTENTS 100' FROM LOGAN AVENUE BRIDGE SENIOR ACTIVITIES CENTER A EXCAVATION LIMIT 3.5' 8" 35 4034 36 37 38 39 35 3334 36 37 35403637 3 839414 2 3535353535 403 2 3 4 5 6 1 2 4 4 4 5 6 36 35 3232 33 34 1 1 9 10 STA 66+36.62 OFF 16.86'L 30 35 40 30 35 40 2' MINIMUM FREEBOARD 3' MINIMUM FREEBOARD 100 YEAR WSE EXST CONCRETE FOUNTAIN EXST CONCRETE WALL SENIOR ACTIVITIES CENTER EXST CONCRETE PAVEMENT EXST BERM EXST GROUND 2' MIN. EXST CONCRETE WALL 2 2 CONCRETE FLOODWALL T/W 37.3'± EXCAVATION LIMIT 8 610 1 1.5 1 FLOODWALL FOOTING KEY FLOODWALL FOOTING 100' FROM LOGAN AVENUE BRIDGE 30 35 40 45 30 35 40 45 0 100-10 4.5' OVERHANG 3' FREEBOARD EXCAVATION LIMIT 7 EXST GROUND SENIOR ACTIVITIES CENTER 3.5' 1 9 10 2' MIN. 100 YEAR WSE1.5 1 COORDINATE TABLE POINT 1 2 3 4 5 6 NORTHING 180379.56 180381.34 180383.18 180336.29 180332.82 180316.63 EASTING 1300431.26 1300467.12 1300499.36 1300544.02 1300540.35 1300555.89 DESCRIPTION BEGIN CONSTRUCTION BEGIN FLOODWALL ANGLE POINT ANGLE POINT ANGLE POINT END FLOODWALL / END CONSTRUCTION CONSTRUCTION NOTES 1.SHORE TO PROTECT EXISTING FLAGPOLE, ADJACENT CONCRETE, AND SENIOR ACTIVITIES CENTER BUILDING. 2.EMBED FLOODWALL 5' MINIMUM INTO EXISTING HILL. 3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAIN (BOEING). CONTRACTOR TO VERIFY IN FIELD. 4.PROTECT EXISTING TREES. SEE CONTRACT SPECIFICATION SECTION 8-02.3(1)A. 5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEET L-02. 6.REMOVE AND RESET EXISTING FLAGPOLE AND FOUNDATION. 7.REMOVE EXISTING SHRUB. SEE SHEET L-03 FOR REPLACEMENT. 8.BEDDING SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH CONTRACT SPECIFICATION SECTION 2-03. 9.REINFORCED CONCRETE FLOODWALL TYPE 3. SEE DETAIL 1, THIS SHEET. 10.PROTECT EXISTING UNDERGROUND ROOF DRAIN PIPES. 2 3 4 5 1 6 7 8 9 10 1'-0" MIN5'-0"10"4'-0"1'-0"4'-0" 2" 3/4" CHAMFER (TYP) #5@9" O.C. EACH WAY #5@12" O.C. EACH WAY, EACH FACE #5 TIE @12" O.C. 2-#5 BARS FINISHED GRADE 1'-0"1'-6" FLOODWALL PLAN SCALE: 1" = 10' FLOODWALL PROFILE SCALE: HORIZ: 1" = 10' VERT: 1" = 2' 0 SCALE: 5 10 20 1" = 10'NPLANTING NOTES 1.SEE SHEET L-06 FOR PLANTING NOTES. FLOODWALL SECTIONA _SCALE: HORIZ: 1" = 5' VERT: 1" = 5' KEY MAP SCALE: 1" = 1000' N DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-114 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF RENTON Public Works Department SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708 AS NOTED 33 PGS, INC. AB/SH/MH SH/IL KA CP www.tetratech.com PHONE: 206.728.9655 FAX: 206.728.9670 SEATTLE WASHINGTON 98101 1420 FIFTH AVENUE, SUITE 650 75% SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM REINFORCED CONCRETE FLOODWALL TYPE 3 DETAIL SCALE: NTS1 RB STA 65+90 TO 68+50 RAISE LEVEE EMBANKMENT WITH FLOODWALL PLAN AND PROFILE SITE LOCATION OH W OHW OHW OHW OHW OHW OHW OHW OHW OHW 41+00 42+00 43+00 CEDAR RIVER RIGHT BANK ALIGNMENT (USACE) RIGHT BANK ALIGNMENT (TETRA TECH) 100-YEAR FLOOD LINE SOUTH BOEING BRIDGEEX TREES TO REMAIN, TYP 20 20 25 30 3 0 49+50 50+00 50+50 51+00 51+50 52+00 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 IMPACTS LEGEND - AREA 4 TEMPORARY IMPACT: LANDSCAPE SHRUBS (707 SF) TEMPORARY IMPACT: GRASS (2,006 SF) IMPACTS CALCULATIONS PERMANENT IMPACT: TREES 9 PERMANENT IMPACT: INVASIVE SHRUBS 1,301 SF PERMANENT IMPACT: GRASS 76 SF TEMPORARY IMPACT: NATIVE SHRUBS 1,541 SF TEMPORARY IMPACT: LANDSCAPE SHRUBS 1,769 SF TEMPORARY IMPACT: INVASIVE SHRUBS 1,910 SF TEMPORARY IMPACT: GRASS 6,315 SF DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-01 IMPACTS - AREA 4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONIMPACTS - AREA 4 AREA 4 IMPACTS SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' N KEY PLAN - AREA 4 SCALE: 1"=1000' N NOTES: 1.AREAS 1-3 ARE MITIGATION PLANTING AREAS ONLY. 2.AREAS 4-10 INCLUDE IMPACTS AND MITIGATION. 3.SEE SHEET L-10 FOR MITIGATION NOTES AND DETAILS. 59+0 0 60+0061+00 100-YEAR FLOOD LINE RENTON SENIOR ACTIVITIES CENTER RIGHT BANK ALIGNMENT (TETRA TECH) RIGHT BANK ALIGNMENT (USACE) 35 4 0 35 VEGETATION CONSERVATION BUFFER 66+00 66+50 67+00 67+50 OHW OHW OHW OHW OHW OHW OHW OHW 54+00 55+00 56+00 CEDAR RIVER 100-YEAR FLOOD LINE RIGHT BANK ALIGNMENT (USACE) RIGHT BANK ALIGNMENT (TETRA TECH) LOGAN AVE N 20 25 30 35 VEGETATION CONSERVATION BUFFER LIMIT OF LAKE WASHINGTON LOOP TRAIL PROJECT 62+50 63+00 63+50 64+00 64+50 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 IMPACTS LEGEND - AREA 6 PERMANENT IMPACT: TREE REMOVAL (1 FOR PERMITTING IMPACTS COUNT, 3 TOTAL REMOVED) TEMPORARY IMPACT: LANDSCAPE SHRUBS (533 SF) IMPACTS LEGEND - AREA 5 TEMPORARY IMPACT: LANDSCAPE SHRUBS (84 SF) TEMPORARY IMPACT: GRASS (1,614 SF) DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-02 IMPACTS - AREAS 5 AND 6.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONIMPACTS - AREAS 5 AND 6 N AREA 6 IMPACTS SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' NAREA 5 IMPACTS SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' KEY PLAN - AREA 6 SCALE: 1"=1000' N KEY PLAN - AREA 5 SCALE: 1"=1000' N NOTES: 1.AREAS 1, 2, AND 3 ARE MITIGATION PLANTING AREAS ONLY. 2.TWO OF THE TREES TO BE REMOVED ARE OUTSIDE THE VEGETATION CONSERVATION BUFFER IN AREA 6. TREE IMPACTS OUTSIDE OF THE VEGETATION CONSERVATION BUFFER ARE NOT COUNTED FOR THE PURPOSE OF ENVIRONMENTAL PERMITTING. OHW OHW OHW OHW OHW 20+0021+00 CEDAR RIVER 100-YEAR FLOOD LINE LEFT BANK ALIGNMENT (USACE) LEFT BANK ALIGNMENT (TETRA TECH) 25 2025 19+00 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW 31+0 0 32+00 33+00 34+00 31+0 0 32+00 33+00 34+00 CEDAR RIVER 100-YEAR FLOOD LINE LEFT BANK ALIGNMENT (TETRA TECH) LEFT BANK ALIGNMENT (USACE) 25 20 25 30+00 31+00 32+00 33+00 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 25 20 25 25 20 25 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 25 20 25 2520 25 IMPACTS LEGEND - AREA 7 PERMANENT IMPACT: GRASS (26 SF) TEMPORARY IMPACT: INVASIVE SHRUBS (308 SF) TEMPORARY IMPACT: GRASS (457 SF) IMPACTS LEGEND - AREA 8 TEMPORARY IMPACT: NATIVE SHRUBS (1,541 SF) DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-03 IMPACTS - AREAS 7 AND 8.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONIMPACTS - AREAS 7 AND 8 AREA 7 IMPACTS SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' N AREA 8 IMPACTS SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20'N KEY PLAN - AREA 7 SCALE: 1"=1000' N KEY PLAN - AREA 8 SCALE: 1"=1000' N OHW OHW OHW OHW OHW OHW OHW OHW OHW 60+0061+0 0 6 2 + 0 0 3+50 0+00 0+60. 8 5 LOGAN AVE N GRADING LIMITS FLOODWALL LIMIT OF DISTURBANCE CEDAR RIVER 100-YEAR FLOOD LINE LEFT BANK ALIGNMENT (USACE) LEFT BANK ALIGNMENT (TETRA TECH) 30 35 3535 VEGETATION CONSERVATION BUFFER 58+ 0 0 59+0 0 6 0 + 0 0 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW 57+00 58+00 59+0 0 CEDAR RIVER LEFT BANK ALIGNMENT (TETRA TECH) LEFT BANK ALIGNMENT (USACE) 100-YEAR FLOOD LINE LOGAN AVE N3530 VEGETATION CONSERVATION BUFFER LIMIT OF LAKE WASHINGTON LOOP TRAIL PROJECT 55+00 56+00 57+00 58+00 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 IMPACTS LEGEND - AREA 9 PERMANENT IMPACT: TREE REMOVAL (7) PERMANENT IMPACT: INVASIVE SHRUBS (1,301 SF) TEMPORARY IMPACT: INVASIVE SHRUBS (1,602 SF) IMPACTS LEGEND - AREA 10 PERMANENT IMPACT: TREE REMOVAL (1) PERMANENT IMPACT: GRASS (50 SF) TEMPORARY IMPACT: LANDSCAPE SHRUBS (445 SF) TEMPORARY IMPACT: GRASS (2,238 SF) DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-04 IMPACTS - AREAS 9 AND 10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONIMPACTS - AREAS 9 AND 10 AREA 10 IMPACTS SCALE: 1"=20' N 0 SCALE: 10'20'40' 1"=20' KEY PLAN - AREA 10 SCALE: 1"=1000' N AREA 9 IMPACTS SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' N KEY PLAN - AREA 9 SCALE: 1"=1000' N OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OH W OHW 6+00 7+00 8+ 0 0 CEDAR RIVER RIGHT BANK ALIGNMENT (TETRA TECH) RIGHT BANK ALIGNMENT (USACE) 100-YEAR FLOOD LINE REMOVE INVASIVE VEGETATION IN THIS AREA 25 15 20 14+00 14+50 15+00 15+50 16+00 16+50 17+00 OHW OHW OHW OHW OHW OHW 22+00 23+00 CEDAR RIVER 100-YEAR FLOOD LINE RIGHT BANK ALIGNMENT (USACE) RIGHT BANK ALIGNMENT (TETRA TECH) REMOVE INVASIVE VEGETATION IN THIS AREA 25 15 20 30+00 30+50 31+00 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 PLANTING LEGEND - AREA 1 ROSA NUTKANA (NOOTKA ROSE) SALIX LASIANDRA (PACIFIC WILLOW) SYMPHORICARPOS ALBUS (SNOWBERRY) PLANTING LEGEND - AREA 2 FRAXINUS LATIFOLIA (OREGON ASH) CORNUS SERICEA (RED OSIER DOGWOOD) SALIX LASIANDRA (PACIFIC WILLOW) SALIX SITCHENSIS (SITKA WILLOW) DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-05 MITIGATION PLANTING - AREAS 1 AND 2.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONMITIGATION PLANTING - AREAS 1 AND 2 AREA 1 MITIGATION PLANTING PLAN SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' N N AREA 2 MITIGATION PLANTING PLAN SCALE: 1"=20' PLANTING NOTES 1.SEE SHEET L-10 FOR PLANTING DETAILS AND NOTES. 2.SEE SHEET L-10 FOR TOPSOIL PLACEMENT. 0 SCALE: 10'20'40' 1"=20' KEY PLAN - AREA 1 SCALE: 1"=1000' N KEY PLAN - AREA 2 SCALE: 1"=1000' N OHW OHW OHW OHW OHW OHW OHW OHW OHW 35+00 36+00 37+00 CEDAR RIVER RIGHT BANK ALIGNMENT (USACE) RIGHT BANK ALIGNMENT (TETRA TECH) 100-YEAR FLOOD LINE REMOVE INVASIVE VEGETATION FROM THIS AREA 30 25 20 30 43+00 43+50 44+00 44+50 45+00 45+50 OH W OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW 41+00 42+00 43+00 44+00 45+00 46+00 47+00SFSFSF CEDAR RIVER RIGHT BANK ALIGNMENT (USACE) RIGHT BANK ALIGNMENT (TETRA TECH) 100-YEAR FLOOD LINE SOUTH BOEING BRIDGEREMOVE INVASIVE VEGETATION FROM THIS AREA 20 20 25 3 0 30 VEGETATION CONSERVATION BUFFER 49+50 50+00 50+50 51+00 51+50 52+00 52+50 53+00 53+50 54+00 54+50 55+00 55+50 PLANTING LEGEND - AREA 3 THUJA PLICATA (WESTERN RED CEDAR) CORNUS SERICEA (RED OSIER DOGWOOD) PHYSOCARPUS CAPITATUS (PACIFIC NINEBARK) AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 PLANTING LEGEND - AREA 4 ACER CIRCINATUM (VINE MAPLE) PSEUDOTSUGA MENZIESII (DOUGLAS FIR) CORNUS SERICEA (RED OSIER DOGWOOD) POLYSTICHUM MUNITUM (SWORD FERN) ROSA PISOCARPA (CLUSTERED WILD ROSE) SALIX SITCHENSIS (SITKA WILLOW) SYMPHORICARPOS ALBUS (SNOWBERRY) SEEDING AREA SEE SPEC 9-14.3 FOR SEED MIX AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-06 MITIGATION PLANTING - AREAS 3 AND 4.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONMITIGATION PLANTING - AREAS 3 AND 4 PLANTING NOTES 1.SEE SHEET L-10 FOR PLANTING DETAILS AND NOTES. 2.SEE SHEET L-10 FOR TOPSOIL PLACEMENT. KEY PLAN - AREA 3 SCALE: 1"=1000' N AREA 3 MITIGATION PLANTING PLAN SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' N AREA 4 MITIGATION PLANTING PLAN SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' N KEY PLAN - AREA 4 SCALE: 1"=1000' N 59+0 0 60+0061+00 HVF HVF HVF HVF HVF HVFHVF100-YEAR FLOOD LINE RENTON SENIOR ACTIVITIES CENTER RIGHT BANK ALIGNMENT (TETRA TECH) RIGHT BANK ALIGNMENT (USACE) 35 4 0 35 VEGETATION CONSERVATION BUFFER 66+00 66+50 67+00 67+50 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW 50+00 51+00 52+00 53+00 54+00 55+00 56+00 CEDAR RIVER 100-YEAR FLOOD LINE RIGHT BANK ALIGNMENT (USACE) RIGHT BANK ALIGNMENT (TETRA TECH)LOGAN AVE N REMOVE INVASIVE VEGETATION IN THIS AREA 20 25 30 35 30 VEGETATION CONSERVATION BUFFER LIMIT OF LAKE WASHINGTON LOOP TRAIL PROJECT 58+50 59+00 59 + 5 0 60+00 60+50 61+00 61+50 62+00 62+50 63+00 63+50 64+00 64+50 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 PLANTING LEGEND - AREAS 5 AND 6 ACER CIRCINATUM (VINE MAPLE) FRAXINUS LATIFOLIA (OREGON ASH) THUJA PLICATA (WESTERN RED CEDAR) LONICERA INVOLUCRATA (TWINBERRY) PHYSOCARPUS CAPITATUS (PACIFIC NINEBARK) POLYSTICHUM MUNITUM (SWORD FERN) RHODODENDRON YAKUSHIMANUM 'PERCY WISEMAN (PERCY WISEMAN RHODODENDRON') ROSA PISOCARPA (CLUSTERED WILD ROSE) SYMPHORICARPOS ALBUS (SNOWBERRY) SEEDING AREA SEE SPEC 9-14.3 FOR SEED MIX AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-07 MITIGATION PLANTING - AREAS 5 AND 6.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONMITIGATION PLANTING - AREAS 5 AND 6 N PLANTING NOTES 1.SEE SHEET L-10 FOR PLANTING DETAILS AND NOTES. 2.SEE SHEET L-10 FOR TOPSOIL PLACEMENT. AREA 6 MITIGATION PLANTING PLAN SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' NAREA 5 MITIGATION PLANTING PLAN SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' KEY PLAN - AREA 6 SCALE: 1"=1000' N KEY PLAN - AREA 5 SCALE: 1"=1000' N OHW OHW OHW OHW OHW 20+0021+00 CEDAR RIVER 100-YEAR FLOOD LINE LEFT BANK ALIGNMENT (USACE) LEFT BANK ALIGNMENT (TETRA TECH) 25 2025 19+00 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW 31+0 0 32+00 33+00 34+00 31+0 0 32+00 33+00 34+00 CEDAR RIVER 100-YEAR FLOOD LINE LEFT BANK ALIGNMENT (TETRA TECH) LEFT BANK ALIGNMENT (USACE) 25 20 25 30+00 31+00 32+00 33+00 PLANTING LEGEND - AREA 7 ROSA PISOCARPA (CLUSTERED WILD ROSE) SALIX SITCHENSIS (SITKA WILLOW) SEEDING AREA SEE SPEC 9-14.3 FOR SEED MIX AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 25 20 25 25 20 25 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 25 20 25 2520 25 PLANTING LEGEND - AREA 8 AMELANCHIER ALNIFOLIA (SERVICEBERRY) RIBES SANGIUNEUM (RED FLOWERING CURRANT) ROSA NUTKANA (NOOTKA ROSE) DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-08 MITIGATION PLANTING - AREAS 7 AND 8.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONMITIGATION PLANTING - AREAS 7 AND 8 AREA 7 MITIGATION PLANTING PLAN SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' N AREA 8 MITIGATION PLANTING PLAN SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20'N KEY PLAN - AREA 7 SCALE: 1"=1000' N KEY PLAN - AREA 8 SCALE: 1"=1000' N OHW OHW OHW OHW OHW OHW OHW OHW OHW 60+0061+0 0 6 2 + 0 0 3+50 0+00 0+60. 8 5 LOGAN AVE N GRADING LIMITS FLOODWALL LIMIT OF DISTURBANCE CEDAR RIVER 100-YEAR FLOOD LINE LEFT BANK ALIGNMENT (USACE) LEFT BANK ALIGNMENT (TETRA TECH) 30 35 3535 VEGETATION CONSERVATION BUFFER 58+ 0 0 59+0 0 6 0 + 0 0 PLANTING LEGEND - AREA 10 RHAMNUS PURSHIANA (CASCARA) SYMPHORICARPOS ALBUS (SNOWBERRY) SEEDING AREA SEE SPEC 9-14.3 FOR SEED MIX AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW 57+00 58+00 59+0 0 CEDAR RIVER LEFT BANK ALIGNMENT (TETRA TECH) LEFT BANK ALIGNMENT (USACE) 100-YEAR FLOOD LINE LOGAN AVE N3530 VEGETATION CONSERVATION BUFFER LIMIT OF LAKE WASHINGTON LOOP TRAIL PROJECT 55+00 56+00 57+00 58+00 PLANTING LEGEND - AREA 9 CORNUS SERICEA (RED OSIER DOGWOOD) ROSA NUTKANA (NOOTKA ROSE) SEEDING AREA SEE SPEC 9-14.3 FOR SEED MIX AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 10 AREA 9 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-09 MITIGATION PLANTING - AREAS 9 AND 10.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONMITIGATION PLANTING - AREAS 9 AND 10 AREA 10 MITIGATION PLANTING PLAN SCALE: 1"=20' N PLANTING NOTES 1.SEE SHEET L-10 FOR PLANTING DETAILS AND NOTES. 2.SEE SHEET L-10 FOR TOPSOIL PLACEMENT.0 SCALE: 10'20'40' 1"=20' KEY PLAN - AREA 10 SCALE: 1"=1000' N AREA 9 MITIGATION PLANTING PLAN SCALE: 1"=20' 0 SCALE: 10'20'40' 1"=20' N KEY PLAN - AREA 9 SCALE: 1"=1000' N 2X ROOTBALL DIA BACKFILL WITH NATIVE SOIL REMOVE CONTAINER, GENTLY LOOSEN TIGHT ROOT MASS AND UNTANGLE ROOTS WOOD CHIP MULCH RING, 3" DEPTH, 3' DIAMETER UNDISTURBED SUBGRADE PEDESTAL OF EXISTING SOIL. TAMP THOROUGHLY WITH FOOT ONLYVARIESFINISH GRADE4"INSTALL 4" DEPTH TOPSOIL LAYER TO LEVEE FILL APPLY HYDROMULCH AND SEED PER SPECIFICATIONS ENGINEERED LEVEE FILL 1/2" DIA. TOP, 1" DIA. BOTTOM TAPERED POLE CUTTING, 4'-5' LENGTH, SET VERTICAL ENSURE BUDS ARE FACING UPWARD FINISH GRADE PLANTING PIT: APPROXIMATE DIMENSIONS SHOWN. PLANTING PIT CAN BE DUG MANUALLY, USING A PLANTING BAR. SCARIFY THE SURFACE BEFORE BACKFILLING. TAMP SOIL PERIODICALLY DURING PLANT INSTALLATION TO REMOVE AIR GAPS. 8"1/3 LENGTH2/3LENGTH12"PLANTING SCHEDULE QUANTITIES SYMBOL BOTANICAL NAME COMMON NAME SIZE TYPE SPACING AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 9 AREA 10 TOTAL ACER CIRCINATUM VINE MAPLE 2 GAL.CONTAINER 10' O.C.3 6 9 FRAXINUS LATIFOLIA OREGON ASH 2 GAL.CONTAINER 12' O.C.2 3 5 PSEUDOTSUGA MENZIESII DOUGLAS FIR 2 GAL.CONTAINER 12' O.C.5 5 RHAMNUS PURSHIANA CASCARA 2 GAL.CONTAINER 12' O.C.3 3 THUJA PLICATA WESTERN RED CEDAR 2 GAL.CONTAINER 12' O.C.4 3 7 AMELANCHIER ALNIFOLIA SERVICEBERRY 1 GAL.CONTAINER 6' O.C.22 22 CORNUS SERICEA RED OSIER DOGWOOD 1 GAL.CONTAINER 6' O.C.24 35 18 77 CORNUS SERICEA RED OSIER DOGWOOD 3' LENGTH LIVESTAKE 3' O.C.13 13 LONICERA INVOLUCRATA BLACK TWINBERRY 1 GAL.CONTAINER 6' O.C.11 11 PHYSOCARPUS CAPITATUS PACIFIC NINEBARK 1 GAL.CONTAINER 6' O.C.28 6 34 POLYSTICHUM MUNITUM SWORD FERN 1 GAL.CONTAINER 3' O.C.18 39 57 RHODODENDRON YAKUSHIMANUM 'PERCY WISEMAN'RHODODENDRON 5 GAL.CONTAINER 5' O.C.3 3 RIBES SANGIUNEUM RED FLOWERING CURRANT 1 GAL.CONTAINER 6' O.C.23 23 ROSA NUTKANA NOOTKA ROSE 1 GAL.CONTAINER 4' O.C.20 27 42 89 ROSA PISOCARPA CLUSTERED WILD ROSE 1 GAL.CONTAINER 6' O.C.42 14 6 62 SALIX LASIANDRA PACIFIC WILLOW 3' LENGTH LIVESTAKE 3' O.C.36 15 51 SALIX SITCHENSIS SITKA WILLOW 3' LENGTH LIVESTAKE 3' O.C.13 198 11 222 SYMPHORICARPOS ALBUS SNOWBERRY 1 GAL.CONTAINER 6' O.C.11 21 3 15 50 DATE: DRAWING NO: SHEET: DESIGNED: DRAWN: CHECKED: APPROVED: SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-10 PLANTING DETAILS AND SCHEDULE.dwgCITY OF RENTON Planning/Building/Public Works Dept. SCALE: COR PROJECT NO: NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX AS NOTED 7/30/2021 33 PGS, INC. ABG ABG/TTF SAR CP PERMIT SUBMITTAL - NOT FOR CONSTRUCTION CALL TWO DAYS PRIOR TO DIG or 1-800-424-5555 VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY DATUM 5309 SHILSHOLE AVE NW SUITE 200 SEATTLE, WA 98107 T 206.789.9658 WWW.ESASSOC.COMALLISONA B . GREE N BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS CAPE A R C H ITECTSTATE O F W ASHIN G T ONPLANTING DETAILS AND SCHEDULE CONTAINER PLANTING SCALE: NTS2SOIL PREPARATION FOR SEEDING SCALE: NTS1 PLANTING NOTES 1.VERIFY EXISTING CONDITIONS PRIOR TO BEGINNING WORK AND REPORT IN WRITING TO ENGINEER DEVIATIONS OR CONFLICTS BETWEEN DRAWINGS, SPECIFICATIONS, AND SITE CONDITIONS. 2.VERIFY LOCATION OF EXISTING UTILITIES AND EXISTING VEGETATION TO REMAIN PRIOR TO BEGINNING WORK. PROTECT VEGETATION AND UTILITIES NOT NOTED FOR REMOVAL. NOT TREES OR SHUBS SHALL BE PLANTED WITHIN 6 HORIZONTAL FEET OF OVERHEAD OR UNDERGROUND UTILITIES. 5.PROTECT ALL EXISTING IRRIGATION DURING PLANTING WORK. 6.PRESERVE AND PROTECT ALL EXISTING TREES AND SHRUBS NOT DESIGNATED FOR REMOVAL. NO SOIL SCARIFICATION SHALL OCCUR WITHIN THE DRIP LINE OF VEGETATION TO BE RETAINED UNLESS APPROVED BY THE ENGINEER. 7.REMOVE ALL INVASIVE SPECIES FROM THE MITIGATION PLANTING AREA PRIOR TO INSTALLATION USING METHODS LISTED IN THE SPECIFICATIONS. 8.DECOMPACT SOILS IN ALL PLANTING AREAS WHERE SOIL COMPACTION HAS OCCURRED. AT MINIMUM, DECOMPACTION MUST OCCUR WHERE HARD SURFACES HAVE BEEN REMOVED AND STAGING AREAS HAVE BEEN CLEARED. 9.SOIL DECOMPACTION IN WET SOILS AT ANY TIME OF THE YEAR OR DURING INCLEMENT WEATHER OR DURING PERIODS OF PROLONGED DRY OR HOT WEATHER IS NOT ALLOWED WITHOUT APPROVAL BY THE ENGINEER PRIOR TO EXECUTION IN ORDER THAT SOIL STRUCTURE WILL BE MAINTAINED. SOIL SHOULD BE MOIST ENOUGH THAT DIGGING DOESN'T CREATE DUST, BUT DRY ENOUGH TO DRIVE EQUIPMENT WITHOUT CREATING RUTS. 10.SMOOTH GRADE AND SEED ALL LANDSCAPE AREAS DISTURBED BY CONSTRUCTION THAT ARE NOT NOTED TO BE PLANTED. PRIOR TO SEEDING, REMOVE ROCKS AND DEBRIS LARGER THAN 1" IN DIAMETER AND GRADE TO MAKE SMOOTH TRANSITIONS BACK TO ADJACENT EXISTING GRADES. 11.PROVIDE ENGINEER A MINIMUM OF 15 DAYS ADVANCE NOTICE WHEN REQUESTING PLANT MATERIAL DELIVERY TO THE PROJECT SITE. 12.STAKE PLANT LOCATIONS FOR ENGINEER'S APPROVAL PRIOR TO PLANTING. 13.MONITORING OF MITIGATION AREAS SHALL OCCUR ONCE 30 DAYS AFTER PLANTING (STEM COUNT AND AS-BUILT PREPARATION), ONCE EARLY IN THE GROWING SEASON OF THE FIRST FULL GROWING SEASON FOLLOWING PLANTING, AND ONCE AT THE END OF THE FIRST FULL GROWING SEASON. 14.IF ANY PORTION OF THE MITIGATION IS NOT SUCCESSFUL, A CONTINGENCY PLAN SHALL BE IMPLEMENTED. SUCH PLANS ARE DEVELOPED ON A CASE-BY-CASE BASIS TO REMEDY ASPECTS OF MITIGATION THAT DO NOT MEET STATED SITE GOALS. THE CONTINGENCY PLAN WOULD BE DEVELOPED IN COOPERATION WITH THE ENGINEER. 15.SEE SPECIFICATIONS FOR RESTORATION SEED MIX. LIVE STAKE SCALE: NTS3 CALL (800) 424-5555 2 BUSINESS DAYS BEFORE YOU DIG 4" HP MAIN RELOCATE MAIN ID #006. C-3 CEDAR RIVER SEC 205, RENTON, WA 109137788 3D10-395 1/1 PROJECT CONTACT LIST FOR JOB#109137788 PLOT PLAN GAS MAIN PRESSURE AND TESTING REVISIONS FITTER'S CHECKLIST LOGAN AVE NE PER IMETER ROAD E P ER IM E T ER RO AD VICINITY MAP SAP ORDER #109137788 APPENDIX B Species Lists 4/16/2021 PHS Report 1/12 PHS Species/Habitats Overview: Priority Habitats and Species on the Web Report Date: 04/16/2021 4/16/2021 PHS Report 2/12 Occurence Name Federal Status State Status Generalized Location Sockeye Not Warranted N/A No Sockeye N/A N/A No Dolly Varden/ Bull Trout N/A N/A No Kokanee N/A N/A No Winter Steelhead N/A N/A No Coho N/A N/A No Steelhead Threatened N/A No Fall Chinook N/A N/A No Coho Candidate N/A No Resident Coastal Cutthroat N/A N/A No Chinook Threatened N/A No Sockeye Scientific Name Oncorhynchus nerka Priority Area Occurrence Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Stock Name: Cedar Sockeye, Run: Unspecified, Status: Depressed Source Record 5400 Source Dataset SASI Source Name Not Given Source Entity WDFW Fish Program Federal Status Not Warranted State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines PHS Species/Habitats Details: 4/16/2021 PHS Report 3/12 Sockeye Scientific Name Oncorhynchus nerka Priority Area Breeding Area Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Sockeye Salmon, Run Time: Unknown or not Applicable, Life History: Anadromous Source Record 38813 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines Dolly Varden/ Bull Trout Scientific Name Salvelinus malma/S. confluentus Priority Area Occurrence/Migration Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Bull Trout, Run Time: Unknown or not Applicable, Life History: Unknown Source Record 38807 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines 4/16/2021 PHS Report 4/12 Kokanee Scientific Name Oncorhynchus nerka Priority Area Occurrence/Migration Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Kokanee Salmon, Run Time: Unknown or not Applicable, Life History: Adfluvial Source Record 38810 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines Winter Steelhead Scientific Name Oncorhynchus mykiss Priority Area Breeding Area Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Steelhead Trout, Run Time: Winter, Life History: Anadromous Source Record 38817 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines 4/16/2021 PHS Report 5/12 Sockeye Scientific Name Oncorhynchus nerka Priority Area Occurrence Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Stock Name: Lake Washington/Sammamish Tribs Sockeye, Run: Unspecified, Status: Healthy Source Record 5200 Source Dataset SASI Source Name Not Given Source Entity WDFW Fish Program Federal Status Not Warranted State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines Coho Scientific Name Oncorhynchus kisutch Priority Area Breeding Area Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Coho Salmon, Run Time: Unknown or not Applicable, Life History: Anadromous Source Record 38804 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines 4/16/2021 PHS Report 6/12 Steelhead Scientific Name Oncorhynchus mykiss Priority Area Occurrence Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Stock Name: Lake Washington Winter Steelhead, Run: Winter, Status: Critical Source Record 6154 Source Dataset SASI Source Name Not Given Source Entity WDFW Fish Program Federal Status Threatened State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines Fall Chinook Scientific Name Oncorhynchus tshawytscha Priority Area Breeding Area Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Chinook Salmon, Run Time: Fall, Life History: Anadromous Source Record 38800 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines 4/16/2021 PHS Report 7/12 Winter Steelhead Scientific Name Oncorhynchus mykiss Priority Area Occurrence/Migration Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Steelhead Trout, Run Time: Winter, Life History: Anadromous Source Record 38815 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines Coho Scientific Name Oncorhynchus kisutch Priority Area Breeding Area Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Coho Salmon, Run Time: Unknown or not Applicable, Life History: Anadromous Source Record 38805 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines 4/16/2021 PHS Report 8/12 Coho Scientific Name Oncorhynchus kisutch Priority Area Occurrence Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Stock Name: Cedar Coho, Run: Unspecified, Status: Depressed Source Record 3130 Source Dataset SASI Source Name Not Given Source Entity WDFW Fish Program Federal Status Candidate State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines Fall Chinook Scientific Name Oncorhynchus tshawytscha Priority Area Breeding Area Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Chinook Salmon, Run Time: Fall, Life History: Anadromous Source Record 38801 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines 4/16/2021 PHS Report 9/12 Dolly Varden/ Bull Trout Scientific Name Salvelinus malma/S. confluentus Priority Area Breeding Area Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Bull Trout, Run Time: Unknown or not Applicable, Life History: Unknown Source Record 38809 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines Sockeye Scientific Name Oncorhynchus nerka Priority Area Occurrence Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Stock Name: Lake Washington Beach Spawning Sockeye, Run: Unspecified, Status: Depressed Source Record 5300 Source Dataset SASI Source Name Not Given Source Entity WDFW Fish Program Federal Status Not Warranted State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines 4/16/2021 PHS Report 10/12 Resident Coastal Cutthroat Scientific Name Oncorhynchus clarki Priority Area Occurrence/Migration Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Cutthroat Trout, Run Time: Unknown or not Applicable, Life History: Unknown Source Record 38798 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines Chinook Scientific Name Oncorhynchus tshawytscha Priority Area Occurrence Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Stock Name: Cedar Chinook, Run: Sum/Fall, Status: Depressed Source Record 1144 Source Dataset SASI Source Name Not Given Source Entity WDFW Fish Program Federal Status Threatened State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines 4/16/2021 PHS Report 11/12 Fall Chinook Scientific Name Oncorhynchus tshawytscha Priority Area Occurrence/Migration Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Chinook Salmon, Run Time: Fall, Life History: Anadromous Source Record 38799 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines Coho Scientific Name Oncorhynchus kisutch Priority Area Occurrence/Migration Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Coho Salmon, Run Time: Unknown or not Applicable, Life History: Anadromous Source Record 38803 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines 4/16/2021 PHS Report 12/12 Sockeye Scientific Name Oncorhynchus nerka Priority Area Occurrence/Migration Site Name Cedar River Accuracy NA Notes LLID: 1222590476452, Fish Name: Sockeye Salmon, Run Time: Unknown or not Applicable, Life History: Anadromous Source Record 38812 Source Dataset SWIFD Federal Status N/A State Status N/A PHS Listing Status PHS Listed Occurrence Sensitive N SGCN N Display Resolution AS MAPPED More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm Geometry Type Lines DISCLAIMER. This report includes information that the Washington Department of Fish and Wildlife (WDFW) maintains in a central computer database. It is not an attempt to provide you with an official agency response as to the impacts of your project on fish and wildlife. This information only documents the location of fish and wildlife resources to the best of our knowledge. It is not a complete inventory and it is important to note that fish and wildlife resources may occur in areas not currently known to WDFW biologists, or in areas for which comprehensive surveys have not been conducted. Site specific surveys are frequently necesssary to rule out the presence of priority resources. Locations of fish and wildlife resources are subject to variation caused by disturbance, changes in season and weather, and other factors. WDFW does not recommend using reports more than six months old. 6/28/2021 Protected Resources App https://www.webapps.nwfsc.noaa.gov/portal/apps/webappviewer/index.html?id=7514c715b8594944a6e468dd25aaacc9&extent=-13608376.5375%2C6020796.9238%2C-13599204.0941%2C6024962.…1/1 0.3km 0.2mi -122.204713 47.499809 Degrees + –   Protected Resources App v1.0 Esri World Geocoder (1 of 2) ESA Critical Habitat Designation: Steelhead (Puget Sound DPS) FID 2348 Shape STRM_NAME Cedar River USEDESC Known Juvenile Rearing LENGTH 1.80 Zoom to 6/28/2021 Protected Resources App https://www.webapps.nwfsc.noaa.gov/portal/apps/webappviewer/index.html?id=7514c715b8594944a6e468dd25aaacc9&extent=-13608376.5375%2C6020796.9238%2C-13599204.0941%2C6024962.…1/1 0.3km 0.2mi -122.205400 47.498244 Degrees + –   Protected Resources App v1.0 Esri World Geocoder (2 of 2) ESA Critical Habitat Designation: Salmon, Chinook (Puget Sound ESU) FID 1159 Shape LENGTH 9,917.19 LLID 1222590476452 STRM_NAME Cedar River Zoom to April 15, 2021 United States Department of the Interior FISH AND WILDLIFE SERVICE Washington Fish And Wildlife Office 510 Desmond Drive Se, Suite 102 Lacey, WA 98503-1263 Phone: (360) 753-9440 Fax: (360) 753-9405 http://www.fws.gov/wafwo/ In Reply Refer To: Consultation Code: 01EWFW00-2021-SLI-0924 Event Code: 01EWFW00-2021-E-01806 Project Name: Cedar River 205 Levee Recert Project Subject:List of threatened and endangered species that may occur in your proposed project location or may be affected by your proposed project To Whom It May Concern: The enclosed species list identifies threatened, endangered, and proposed species, designated and proposed critical habitat, and candidate species that may occur within the boundary of your proposed project and/or may be affected by your proposed project. The species list fulfills the requirements of the U.S. Fish and Wildlife Service (Service) under section 7(c) of the Endangered Species Act (Act) of 1973, as amended (16 U.S.C. 1531 et seq.). New information based on updated surveys, changes in the abundance and distribution of species, changed habitat conditions, or other factors could change this list. The species list is currently compiled at the county level. Additional information is available from the Washington Department of Fish and Wildlife, Priority Habitats and Species website: http://wdfw.wa.gov/ mapping/phs/ or at our office website: http://www.fws.gov/wafwo/species_new.html. Please note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the Act, the accuracy of this species list should be verified after 90 days. This verification can be completed formally or informally as desired. The Service recommends that verification be completed by visiting the ECOS-IPaC website at regular intervals during project planning and implementation for updates to species lists and information. An updated list may be requested through the ECOS-IPaC system by completing the same process used to receive the enclosed list. The purpose of the Act is to provide a means whereby threatened and endangered species and the ecosystems upon which they depend may be conserved. Under sections 7(a)(1) and 7(a)(2) of the Act and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to utilize their authorities to carry out programs for the conservation of threatened and endangered species and to determine whether projects may affect threatened and endangered species and/or designated critical habitat. 04/15/2021 Event Code: 01EWFW00-2021-E-01806   2    ▪ A Biological Assessment is required for construction projects (or other undertakings having similar physical impacts) that are major Federal actions significantly affecting the quality of the human environment as defined in the National Environmental Policy Act (42 U.S.C. 4332(2) (c)). For projects other than major construction activities, the Service suggests that a biological evaluation similar to a Biological Assessment be prepared to determine whether or not the project may affect listed or proposed species and/or designated or proposed critical habitat. Recommended contents of a Biological Assessment are described at 50 CFR 402.12. If a Federal agency determines, based on the Biological Assessment or biological evaluation, that listed species and/or designated critical habitat may be affected by the proposed project, the agency is required to consult with the Service pursuant to 50 CFR 402. In addition, the Service recommends that candidate species, proposed species, and proposed critical habitat be addressed within the consultation. More information on the regulations and procedures for section 7 consultation, including the role of permit or license applicants, can be found in the "Endangered Species Consultation Handbook" at: http://www.fws.gov/endangered/esa-library/pdf/TOC-GLOS.PDF Please be aware that bald and golden eagles are protected under the Bald and Golden Eagle Protection Act (16 U.S.C. 668 et seq.). You may visit our website at http://www.fws.gov/pacific/ eagle/for information on disturbance or take of the species and information on how to get a permit and what current guidelines and regulations are. Some projects affecting these species may require development of an eagle conservation plan: (http://www.fws.gov/windenergy/ eagle_guidance.html). Additionally, wind energy projects should follow the wind energy guidelines (http://www.fws.gov/windenergy/) for minimizing impacts to migratory birds and bats. Also be aware that all marine mammals are protected under the Marine Mammal Protection Act (MMPA). The MMPA prohibits, with certain exceptions, the "take" of marine mammals in U.S. waters and by U.S. citizens on the high seas. The importation of marine mammals and marine mammal products into the U.S. is also prohibited. More information can be found on the MMPA website: http://www.nmfs.noaa.gov/pr/laws/mmpa/. We appreciate your concern for threatened and endangered species. The Service encourages Federal agencies to include conservation of threatened and endangered species into their project planning to further the purposes of the Act. Please include the Consultation Tracking Number in the header of this letter with any request for consultation or correspondence about your project that you submit to our office. Related website: National Marine Fisheries Service: http://www.nwr.noaa.gov/protected_species/species_list/ species_lists.html Attachment(s): Official Species List 04/15/2021 Event Code: 01EWFW00-2021-E-01806   1    Official Species List This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the requirement for Federal agencies to "request of the Secretary of the Interior information whether any species which is listed or proposed to be listed may be present in the area of a proposed action". This species list is provided by: Washington Fish And Wildlife Office 510 Desmond Drive Se, Suite 102 Lacey, WA 98503-1263 (360) 753-9440 04/15/2021 Event Code: 01EWFW00-2021-E-01806   2    Project Summary Consultation Code:01EWFW00-2021-SLI-0924 Event Code:01EWFW00-2021-E-01806 Project Name:Cedar River 205 Levee Recert Project Project Type:LAND - FLOODING Project Description:levee recertification project Project Location: Approximate location of the project can be viewed in Google Maps: https:// www.google.com/maps/@47.4925291,-122.21266535203588,14z Counties:King County, Washington 04/15/2021 Event Code: 01EWFW00-2021-E-01806   3    1. Endangered Species Act Species There is a total of 5 threatened, endangered, or candidate species on this species list. Species on this list should be considered in an effects analysis for your project and could include species that exist in another geographic area. For example, certain fish may appear on the species list because a project could affect downstream species. IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA Fisheries , as USFWS does not have the authority to speak on behalf of NOAA and the Department of Commerce. See the "Critical habitats" section below for those critical habitats that lie wholly or partially within your project area under this office's jurisdiction. Please contact the designated FWS office if you have questions. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an office of the National Oceanic and Atmospheric Administration within the Department of Commerce. Mammals NAME STATUS Gray Wolf Canis lupus Population: Western Distinct Population Segment No critical habitat has been designated for this species. Proposed Endangered Birds NAME STATUS Marbled Murrelet Brachyramphus marmoratus Population: U.S.A. (CA, OR, WA) There is final critical habitat for this species. The location of the critical habitat is not available. Species profile: https://ecos.fws.gov/ecp/species/4467 Threatened Streaked Horned Lark Eremophila alpestris strigata There is final critical habitat for this species. The location of the critical habitat is not available. Species profile: https://ecos.fws.gov/ecp/species/7268 Threatened Yellow-billed Cuckoo Coccyzus americanus Population: Western U.S. DPS There is proposed critical habitat for this species. The location of the critical habitat is not available. Species profile: https://ecos.fws.gov/ecp/species/3911 Threatened 1 04/15/2021 Event Code: 01EWFW00-2021-E-01806   4    Fishes NAME STATUS Bull Trout Salvelinus confluentus Population: U.S.A., conterminous, lower 48 states There is final critical habitat for this species. Your location overlaps the critical habitat. Species profile: https://ecos.fws.gov/ecp/species/8212 Threatened Critical habitats There is 1 critical habitat wholly or partially within your project area under this office's jurisdiction. NAME STATUS Bull Trout Salvelinus confluentus https://ecos.fws.gov/ecp/species/8212#crithab Final Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Critical Areas Report Critical Areas Assessment Report Cedar River 205 Levee Certification Project Renton, Washington for Tetra Tech, Inc October 19, 2021 Critical Areas Assessment Report Cedar River 205 Levee Certification Project Renton, Washington for Tetra Tech, Inc October 19, 2021 1101 South Fawcett Avenue, Suite 200 Tacoma, Washington 98402 253.383.4940 Critical Areas Assessment Report Cedar River 205 Levee Certification Project Renton, Washington File No. 0693-078-01 October 19, 2021 Prepared for: Tetra Tech, Inc. 1420 5th Avenue, Suite 650 Seattle, Washington 98101 Attention: Bill Fullerton Prepared by: GeoEngineers, Inc. 1101 South Fawcett Avenue, Suite 200 Tacoma, Washington 98402 253.383.4940 Emily R. Hurn Project Scientist David B. Conlin, MS, PWS Senior Biologist Joseph O. Callaghan, MS, PWS Principal ERH:DBC:JOC:ch:leh:tlm Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. October 19, 2021| Page i File No. 0693-078-01 1.0 INTRODUCTION .................................................................................................................................................. 1 1.1. Project Location .......................................................................................................................................... 1 1.2. Project Description ...................................................................................................................................... 1 1.3. Reach Description ....................................................................................................................................... 2 2.0 DATA REVIEW .................................................................................................................................................... 2 3.0 FIELD INVESTIGATION ....................................................................................................................................... 3 3.1. Wetland Observations ................................................................................................................................ 3 3.2. Stream and Riparian Habitat ..................................................................................................................... 3 3.2.1. Right Bank, STA 49+60 .................................................................................................................. 4 3.2.2. Right Bank, STA 63+65 to 64+35.................................................................................................. 4 3.2.3. Right Bank, STA 66+55 to 67+25.................................................................................................. 4 3.2.4. Left Bank, STA 19+20 ..................................................................................................................... 4 3.2.5. Left Bank, STA 25+45 to 29+70 .................................................................................................... 5 3.2.6. Left Bank, STA 29+70 to 34+10 .................................................................................................... 5 3.2.7. Left Bank, STA 55+70 to 56+90 .................................................................................................... 5 3.2.8. Left Bank, STA 58+10 to 58+50 .................................................................................................... 5 3.2.9. Left Bank, STA 58+55 to 59+15 .................................................................................................... 5 3.2.10. Left Bank, STA 59+15 to 59+85 .................................................................................................... 6 4.0 CONCLUSIONS ................................................................................................................................................... 6 5.0 LIMITATIONS ...................................................................................................................................................... 6 6.0 REFERENCES ..................................................................................................................................................... 7 LIST OF FIGURES Figure 1. Cedar River Section 205 Levee System Improvement Locations Overview and Vicinity Map Figures 2 through 6. Cedar River Section 205 Levee System Improvement Locations APPENDICES Appendix A. National Wetland Inventory Map Appendix B. Soil Survey Map Appendix C. Site Photographs October 19, 2021| Page 1 File No. 0693-078-01 1.0 INTRODUCTION GeoEngineers, Inc. (GeoEngineers) was contracted by Tetra Tech, Inc. (Tetra Tech) to complete a baseline critical area assessment and prepare a Critical Areas Assessment Report for the Cedar River 205 Levee Certification Project, located on both banks of the lower Cedar River within the city limits of Renton, Washington. The City of Renton is proposing to perform a series of improvements at several locations along the levee to meet current flood design standards. This Critical Areas Assessment Report describes the wetland, stream and riparian conditions present at the location of each of the proposed levee improvements and has been prepared in accordance with City of Renton Municipal Code (RMC) 4-3-050 (Critical Areas Regulations), 4-3-090 (Shoreline Management Program) and 4-8-120 (Permit Submittal Requirements). This report describes existing conditions and regulations applicable to wetlands and stream/riparian habitats and is intended to be used as a basis for mitigation sequencing during project design and environmental permitting. 1.1. Project Location The project reach is located along the Cedar River at the south end of Lake Washington in Renton, Washington within Township 23 North, Range 5 West, Sections 7 and 18. The upstream side of the Logan Avenue bridge is the upstream (southern) limit of the project reach, and the mouth of the Cedar River at Lake Washington is the downstream (northern) reach boundary. This investigation was limited to the areas of the proposed improvements. A Vicinity Map is included as Figure 1, Cedar River Section 205 Levee System Improvement Locations Overview and Vicinity Map. 1.2. Project Description Potential levee improvements include modifications to the existing levee and floodwall system along both the left and right bank of the Cedar River. The purpose of these improvements is to meet levee elevation, freeboard and other technical requirements in accordance with the current flood model and levee criteria. Figures 2 through 6, Cedar River Section 205 Levee System Improvement Locations show the locations of each potential improvement area in detail. A summary of the proposed locations and description of potential improvements are provided below: TABLE 1. SUMMARY OF LEVEE IMPROVEMENT AREAS Levee Stationing Description of Improvement Right Bank 49+60 Improve Transition from Levee Embankment to Wall 63+65 to 64+35 Raise/Regrade Levee Embankment 66+55 to 67+25 Raise/Extend Existing Wall Left Bank 19+20 Improve Transition from Levee Embankment to Wall 25+45 to 29+70 Raise Floodwall 29+70 to 34+10 Raise Levee Embankment with Curb Wall 55+70 to 56+90 Widen Levee Crest with Retaining Wall 58+10 + 58+50 Construct Floodwall October 19, 2021| Page 2 File No. 0693-078-01 Levee Stationing Description of Improvement 58+55 to 59+15 Reconstruct Damaged Floodwall 59+15 to 59+85 Raise/Regrade Levee Embankment 1.3. Reach Description There are three bridges within the project reach, including (from upstream to downstream): Logan Avenue Bridge, South Boeing Bridge and North Boeing Bridge. Renton Municipal Airport is located west of the left bank of the lower river (below Logan Avenue), Boeing facilities and a public park (Cedar River Trail Park) are located east of the right bank of the lower river, and other commercial, industrial and residential developments are present above Logan Avenue. Within the project reach, between river mile 0 and 1.23, the Cedar River is a constructed channel that historically has required periodic maintenance and dredging of the bed elevation to ensure flood protection. The river is channelized through the project reach and the banks are armored in numerous areas with riprap, concrete, gabion baskets and/or wood retaining walls. Vegetation within the riparian zone along this stretch of the Cedar River is comprised of a mix of: mature native trees and shrubs; recently planted native trees, shrubs and herbaceous species that were installed as mitigation for the 2016 dredging; park landscaping trees, shrubs and mowed grasses; unmaintained grass areas; and sections dominated by invasive species. Native tree species located within the riparian zone include red alder (Alnus rubra), Pacific willow (Salix lasiandra), Sitka willow (Salix sitchensis) and black cottonwood (Populus balsamifera ssp. trichocarpa). Additional native shrubs and herbaceous species within the riparian zone include vine maple (Acer circinatum), snowberry (Symphoricarpos albus), Nootka rose (Rosa nutkana), clustered wild rose (Rosa pisocarpa), redosier dogwood (Cornus sericea), twinberry (Lonicera involucrate), Pacific ninebark (Physocarpus capitatus), sword fern (Polystichum munitum), lady fern (Athyrium filix-femina) and scouring rush (Equisetum hyemale). Many of these species were recently installed. Typical invasive species include Japanese knotweed (Polygonum cuspidatum), reed canary grass (Phalaris arundinacea), Himalayan blackberry (Rubus armeniacus) and Scotch broom (Cytisus scoparius). 2.0 DATA REVIEW Wetlands and the ordinary high water mark (OHWM) of the Cedar River were previously delineated in preparation for the 2016 maintenance dredging (GeoEngineers 2013). Wetland impacts during dredging were mitigated in accordance with approved permits obtained from the United States Army Corps of Engineers (USACE), Washington Department of Fish and Wildlife (WDFW), Washington State Department of Ecology (Ecology) and City of Renton. A post-dredge wetland delineation was completed in accordance with these permits and the post-dredge wetland conditions were documented (GeoEngineers 2017). A total of seven wetlands were documented in the post-dredge condition, all of which are along the right bank of the river. Environmental maps of the project area available from public sources were also collected and reviewed. The United States Fish and Wildlife Service (USFWS) National Wetlands Inventory (NWI) online mapper (USFWS 2019) shows a freshwater riverine wetland mapped within the banks of the Cedar River itself. The United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Web Soil Survey shows urban land, 0 to 5 percent slopes, in and adjacent to the project reach (USDA-NRCS 2019). October 19, 2021| Page 3 File No. 0693-078-01 An NWI map from USFWS is included as Appendix A, National Wetland Inventory Map and soil survey map from USDA-NRCS as Appendix B, Soil Survey Map. The project reach is within the jurisdiction of the City of Renton’s Shoreline Management Program (SMP) (RMC 4-3-090(B)(2)(a)). Critical areas within the shoreline jurisdiction are generally regulated under the SMP rather than the Critical Areas Regulations, as referenced in the following sections. The shoreline environment classification throughout the project reach is “high intensity” (City of Renton 2018). Additional information was obtained from the Washington State Department of Natural Resources (DNR) Forest Practices Application Review System (FPARS) and WDFW SalmonScape mapping application (DNR 2019; WDFW 2019). Cedar River is a Shoreline of the State (DNR 2019: Washington Administrative Code [WAC] 173-18-210). According to WDFW (2019), Cedar River supports fall Chinook Salmon (Onchorynchus tshawytscha), Coho Salmon (O. kisutch), Sockeye Salmon (O. nerka), Bull Trout (Salvelinus confluentus), resident Cutthroat Trout (O. clarkii) and winter Steelhead Trout (O. mykiss) throughout the project reach. 3.0 FIELD INVESTIGATION Two GeoEngineers’ wetland scientists conducted a field investigation on September 23, 2019, to characterize and document habitat features at each proposed levee improvement area. A photographic record was collected during the field visit to document existing site conditions and is provided in Appendix C, Site Photographs. 3.1. Wetland Observations We field-verified that none of the wetlands identified during the post-dredge wetland assessment (GeoEngineers 2017) are located within the vicinity of the proposed improvement areas and that no new wetlands had developed within the project reach. 3.2. Stream and Riparian Habitat The OHWM is used to define the jurisdictional boundary of streams, Rivers and Shoreline Areas (RMC 4-3- 090(B)(3), WAC 222-16-031), for state Shoreline Management Act regulations (Revised Code of Washington [RCW] 90.58.030(2)(c)), and federal Clean Water Act (CWA) regulations (USACE 2005). GeoEngineers delineated the OHWM as part of the Cedar River Dredge Project (GeoEngineers 2013) which covers the entire project area for the proposed levee improvements. As the river system within the project reach has been historically channelized and heavily modified as a result of recurrent dredging, the OHWM of the river has not changed since the prior survey work was completed, which was field-verified at each proposed improvement location. The OHWM previously delineated and surveyed for the City of Renton is therefore considered current and is depicted on Figures 2 through 6 accompanying this report. According to RMC 4-3-050(L)(1)(a)(i), the Cedar River is considered a Class 1 stream because it is classified as a Shoreline of the State. Class 1 streams are not subject to Renton’s Critical Areas Regulations but are instead regulated under the SMP Regulations (RMC 4-3-050(B)(1)(j)(iii); RMC 4-3-090(D)(2)(c)(iii)). The shoreline jurisdiction extends 200 feet from the OHWM, within which proposed uses and activities are subject to the SMP (RMC 4-3-090(B)(3)(a)). Within this jurisdictional area, the standard vegetation conservation buffer width is 100 feet from the OHWM (RMC 4-3-090(F)(1)(a)), within which vegetation October 19, 2021| Page 4 File No. 0693-078-01 “shall be managed to provide the maximum ecological functions feasible” (RMC 4-3-090(F)(1)(i)). This “vegetation conservation buffer” is shown on Figures 2 through 6. A summary of each of the improvement locations and observations of habitat conditions within each associated investigation area is provided in the sections below. 3.2.1. Right Bank, STA 49+60 This area is located to the south side of South Boeing bridge on the right bank of the Cedar River (Figure 2). The proposed improvements involve improving the transition between the levee and floodwall. The existing earthen levee consists of maintained lawn and is at slightly lower elevation than the floodwall. There is also a utility vault at the connection between the levee and floodwall. Growing on the levee are two chestnut (Castanea sp) trees that are approximately 25 to 30 feet towards the river. There are landscaped shrubs waterward of the floodwall, including tall Oregon grape (Mahonia aquifolium). Photographs 1 and 2 provide detail on site conditions at this location (Figure C-1). 3.2.2. Right Bank, STA 63+65 to 64+35 This area is located to the northwest of Logan Avenue on the right bank of the Cedar River (Figure 3). The proposed improvements include raising the existing earthen levee and sidewalk to meet freeboard requirements. This location is adjacent to a parking lot and an intersection of two sidewalks that are associated with the Cedar River Trail Park and Logan Avenue. Native vegetation is generally absent in the vicinity of the improvement location; vegetation consists of maintained lawn, an exotic maple (Acer sp), landscaping shrubs near the road edge, and a rhododendron near the curb. Photographs 3 and 4 provide detail on site conditions at this location (Figure C-2). 3.2.3. Right Bank, STA 66+55 to 67+25 This area is adjacent to a senior center along the right bank of the Cedar River (Figure 3). This is the only location investigated that is outside of the 100-foot riparian conservation buffer based on the OHWM of the Cedar River (but is within the 200-foot shoreline management zone). The proposed improvements in this area include modifying the area in front of the senior center by adding a low wall and berm and regrading as necessary to meet freeboard requirements. Currently there is a row of landscaped shrubs and a small concrete pad for the building entrance within this area of the proposed improvements. A large locust (Robinia sp.) tree is located to the southwest of the improvement area and may be impacted by activities, although a goal of the design is to minimize impacts to the tree. There is a large area of shrub and tree species located northwest (towards Logan Avenue), adjacent to the area of proposed improvements. This vegetation is a mix of species consisting of rhododendron, barberry (Mahonia sp.), English ivy (Hedera helix), yellow flag iris (Iris pseudacorus) and Himalayan blackberry. Depending on how the improved section ties into existing high ground in this area, there could be additional impacts to this vegetation, which includes native and invasive species. Photographs 5 and 6 provide details on site conditions at this location (Figure C-3). 3.2.4. Left Bank, STA 19+20 The proposed improvements in this area are focused on repairing the transition from the existing levee wall to the earthen berm along the left bank of the Cedar River (Figure 4). Native vegetation at the improvement area consists of one young red alder (Alnus rubra) and a few field horse tail (Equisetum arvense) plants. From the levee crest and wall to the river, vegetation is dominated by invasive species such as Scotch October 19, 2021| Page 5 File No. 0693-078-01 broom and common tansy (Tanacetum vulgare). On the landward side of the levee crest, vegetation is limited to mowed grass. Site photographs are provided on Figure C-4 on Photographs 7 and 8. 3.2.5. Left Bank, STA 25+45 to 29+70 The proposed improvements in this area include raising the existing floodwall by 0.1 to 0.6 feet by adding a concrete cap on the existing wall (Figure 5). Vegetation on the river side of the levee is mixed in the vicinity of the proposed improvement, with invasive species dominant, consisting of Himalayan blackberry, Scotch broom, knotweed (Fallopia japonica) and common tansy. Native species present include snowberry (Symphoricarpos albus) and field horse tail. Behind the floodwall, vegetation is limited, consisting of small patches of maintained grasses. This area is otherwise paved for the access road, adjacent vehicle storage areas and buildings (hangars). Site photographs are provided on Figure C-5 on Photographs 9 and 10. 3.2.6. Left Bank, STA 29+70 to 34+10 Proposed improvements in this location include raising the existing levee embankment by 0.1 to 0.6 feet by adding a curb wall (Figure 5). As observed in the other locations, invasive species are dominant on the river side of the levee, consisting of Himalayan blackberry, Scotch broom, knotweed, common tansy, Japanese knotweed and Canada thistle (Cirsium arvense). Additional native species are present within this area and consist of snowberry, willow species (Salix spp.), Nootka rose (Rosa nutkana), Oregon ash (Fraxinus latifolia) and Pacific ninebark (Physocarpus capitatus). Behind the levee, there are limited patches of maintained grasses and paved areas, including the airport access road. Site photographs are provided on Figure C-6 on Photographs 11 and 12. 3.2.7. Left Bank, STA 55+70 to 56+90 This area is located on the north side of the Logan Avenue Bridge and will include modifications to the existing earthen levee section to meet top width requirements (Figure 6). Proposed improvements include the addition of a retaining wall to allow for widening the crest of the levee without encroaching on East Perimeter Road. Riparian vegetation within this area directly downslope of the levee includes a large patch of Japanese knotweed with Scotch broom to the north. There are two large cottonwood trees directly south of the floodwall/levee transition growing within the top of the earthen berm, each approximately 20 inches diameter at breast height (DBH). There is also a standing snag near the OHWM, downslope from the levee crest. On the landward side of the floodwall and levee, there are limited patches of maintained grasses and a public road providing access to the airport. Site photographs are provided on Figure C-7 on Photographs 13 and 14. 3.2.8. Left Bank, STA 58+10 to 58+50 This area is on the south side of the Logan Avenue Bridge along the left bank of the river (Figure 6). The proposed improvements include constructing a floodwall approximately 1.1 feet high adjacent to the sidewalk to provide adequate freeboard above the base flood elevation. Sidewalk and roadway border this improvement location, with limited amounts of landscaped vegetation consisting of non-native shrub species. Photograph 15 illustrates the site conditions of the proposed improvements (Figure C-8). 3.2.9. Left Bank, STA 58+55 to 59+15 This area is on the south side of Logan Avenue Bridge along the left bank of the river (Figure 6). There is an existing concrete wall that borders a planting strip and gravel parking lot that needs to be rebuilt due to October 19, 2021| Page 6 File No. 0693-078-01 structural damage and raised in elevation. The vegetation that will likely be affected by improvements at this location include landscaped shrubs and one medium-sized ash (Franxinus sp.) tree. Photographs 16 and 17 provide detail on site conditions at this location (Figures C-8 and C-9). 3.2.10. Left Bank, STA 59+15 to 59+85 This area consists of an earthen berm that is covered in maintained grass adjacent to the recreational trail along the river (Figure 6, Photograph 18 on Figure C-9). The proposed improvements involve re-grading the berm to a higher elevation. Manicured grass covers the berm at this location and extends into a larger open lawn area associated with a riverside park. No other vegetation besides maintained grass would be impacted by activities at this location. 4.0 CONCLUSIONS This Critical Areas Assessment Report documents baseline conditions of regulated habitats and riparian vegetation that may be impacted by the proposed Cedar River 205 Levee Certification Project within the specific improvement locations. Proposed improvements will be restricted to upland areas based on the OHWM previously delineated for this site, which was field-verified by GeoEngineers in September 2019. However, the project is anticipated to impact some riparian vegetation within the Vegetation Conservation Buffer specified in the City of Renton’s SMP. Riparian vegetation adjacent to the proposed improvements are of limited value, consisting largely of invasive species and mowed grass/lawn areas. Some native vegetation may also be impacted, which will likely require mitigation to comply with the SMP, WDFW Hydraulic Project Approval requirements for compliance with the WAC, and other federal and state regulations such as State Environmental Policy Act (SEPA), National Environmental Policy Act (NEPA) and the Endangered Species Act. This report provides a basis for identifying appropriate mitigation for project impacts, which will be identified and developed once project designs and construction sequences are advanced to suitable levels for environmental permitting. In general, the project is not anticipated to require wetland or waterbody impact or mitigation, other than impacts to riparian vegetation. Conceptual mitigation for these temporary impacts is anticipated to be achieved by replanting vegetated areas impacted during construction activities. 5.0 LIMITATIONS GeoEngineers has prepared this Critical Areas Assessment Report in general accordance with the scope and limitations of our proposal. Within the limitations of scope, schedule and budget, our services have been executed in accordance with the generally accepted practices for wetland and stream delineation and assessment in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. This report has been prepared for the exclusive use by Tetra Tech, Inc., the City of Renton, authorized agents and regulatory agencies following the described methods and information available at the time of the work. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. The information contained herein should not be applied for any purpose or project except the one originally contemplated. October 19, 2021| Page 7 File No. 0693-078-01 The applicant is advised to contact all appropriate regulatory agencies (local, state and federal) prior to design or construction of any development to obtain necessary permits and approvals. 6.0 REFERENCES City of Renton. Renton Municipal Code, Title 4-3-090 – Shoreline Master Program Regulations. Available at: http://www.codepublishing.com/wa/renton/. City of Renton. 2018. Draft Shoreline Master Program Updates. Available at https://edocs.rentonwa.gov/ Documents/1/edoc/1325425/SMP%20Draft%20Changes%2020181121%20Public%20Review% 20Draft.pdf. GeoEngineers, Inc. (GeoEngineers). 2013. Habitat Assessment Revised Report: Wetlands and Stream/Riparian Habitats, Cedar River Maintenance Dredge Project, Renton, Washington. Prepared for Coast and Harbor Engineering. September 13, 2013. GEI File No. 0693-073-00 GeoEngineers, Inc. (GeoEngineers). 2017. Post-dredge Wetland Assessment, Cedar River Maintenance Dredging Project, Renton, Washington. Prepared for the City of Renton. September 15, 2017. GEI File No. 0693-073-03 Revised Code of Washington (RCW). Available at: https://apps.leg.wa.gov/rcw/default.aspx?cite=90.58 United States Army Corps of Engineers (USACE). 2005. Regulatory Guidance Letter 05-02: Expiration of Geographic Jurisdictional Determinations of Waters of the United States. Available at: https://www.nap.usace.army.mil/Portals/39/docs/regulatory/rgls/rgl05-02.pdf. United States Department of Agriculture – National Resource Conservation Service (USDA-NRCS). 2019. Web Soil Survey. Available at: http://websoilsurvey.nrcs.usda.gov/app/. United States Fish and Wildlife Service (USFWS). 2019. Wetlands Mapper. Available at: http://www.fws.gov/wetlands/ Data/mapper.html. Washington Administrative Code (WAC). Available at: https://apps.leg.wa.gov/wac/default.aspx?cite=173- 18 Washington Department of Fish and Wildlife (WDFW). 2019. SalmonScape Application. Version 4.0. Available at: http://wdfw.wa.gov/mapping/salmonscape/. Washington State Department of Natural Resources (DNR). 2019. Forest Practices Application Review System (FPARS) Mapping Application. Available at: https://fpamt.dnr.wa.gov/default.aspx. FIGURES 500 0 500 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend Bank Stationing Cedar River Levee Alignment Ordinary High Water Mark (OHWM) Vegetation Conservation Buffer Identified Improvements Improve transition from levee embankment to wall Raise and extend existing wall Raise levee embankment/Regrade Floodwall/Retaining Wall P:\0\0693078\GIS\MXD\069307801_F01_OverviewVMMap.mxd Date Exported: 10/11/21 by ccabrera Cedar R i v e r FACTORYAVE N N 1ST ST STEVENSAVE N WS 115TH PLBURNETTAVE S S 2ND ST85TH AVESS 117TH PLGARDEN AVE N S122NDSTS 120TH ST84TH AVE S 87THAVE S S TOBIN STRAINIERAVES N AIRPORT WAY SHATTUCK AVES 88TH AVE SS 116TH STSTILLICUMST89THAVES NW 7TH STN 6TH STS 118TH STWELLSAVESHOUS ER WAY N S 123RDST86TH CTS S123RDPLN MARION STMAIN AVE S TAYLOR AVE NW N 2ND STN 3RD STN 4TH STN 5TH STS 117TH STFACTORY PL N S 121ST STWILLIAMSAVE S LIND AVE N W LOGAN AVE S PELLYAVE N S 119TH STBUR N E T T P L S PARK AVE N L O G A N A V E N MEADO W AVE N NW6THSTWELLS AVE N WILLIAMS AVE NBURNETTAVE N SL A T E R S T S RAINIERAVEN N RIV E R S I D E D R 0+00 5+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00 60+00 65+00 Data Source: 2019 image and streets from King County GIS. ESRI.Bank, stationing and improvements from Tetra Tech, August 2019. Cedar River Section 205 Levee SystemImprovement Locations Overview and Vicinity Map Cedar River 205 Levee Certification ProjectRenton, Washington Figure 1 SITE 40 0 40 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend Bank Stationing Cedar River Levee Alignment Ordinary High Water Mark (OHWM) Vegetation Conservation Buffer Field Investigation Area Improvement Area P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera South Boeing BridgeCedar R i v e r Improve Transition fromLevee Embankment to Wall 40+00 50+00 EagleView Technologies, Inc. Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019. Cedar River Section 205 Levee SystemImprovement Locations Cedar River Section 205 Levee SystemRenton, Washington Figure 2 50 0 50 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend Bank Stationing Cedar River Levee Alignment Ordinary High Water Mark (OHWM) Vegetation Conservation Buffer Field Investigation Area Improvement Area P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera Senior Center Lo g a n A v e n u e B r i d g e Cedar River Raise/RegradeLevee Embankment Widen Levee Crestwith Retaining Wall Construct Floodwall Reconstruct Damaged Floodwall Raise/RegradeLevee Embankment Raise/ExtendExisting WallN 3RD STL O G A N A V E N 65+00 EagleView Technologies, Inc. Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019. Cedar River Section 205 Levee SystemImprovement Locations Cedar River Section 205 Levee SystemRenton, Washington Figure 3 20 0 20 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend Bank Stationing Cedar River Levee Alignment Ordinary High Water Mark (OHWM) Vegetation Conservation Buffer Field Investigation Area Improvement Area P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera Cedar R i v e r Improve Transition fromLevee Embankment to Wall 20+00 EagleView Technologies, Inc. Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019. Cedar River Section 205 Levee SystemImprovement Locations Cedar River Section 205 Levee SystemRenton, Washington Figure 4 80 0 80 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend Bank Stationing Cedar River Levee Alignment Ordinary High Water Mark (OHWM) Vegetation Conservation Buffer Field Investigation Area Improvement Area P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera Cedar R i v e r Raise Floodwall Raise Levee Embankmentwith Curb Wall N 6TH STN RI V E R S I D E D R 25+00 30+00 35+00 40+00 45+00 EagleView Technologies, Inc. Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019. Cedar River Section 205 Levee SystemImprovement Locations Cedar River Section 205 Levee SystemRenton, Washington Figure 5 60 0 60 Feet Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication. Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Legend Bank Stationing Cedar River Levee Alignment Ordinary High Water Mark (OHWM) Vegetation Conservation Buffer Field Investigation Area Improvement Area P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera Senior Center Lo g a n A v e n u e B r i d g e Cedar River Raise/RegradeLevee Embankment Widen Levee Crestwith Retaining Wall Construct Floodwall Reconstruct Damaged Floodwall Raise/RegradeLevee Embankment Raise/ExtendExisting Wall NAIRPORT WAYLOGAN AVE S 55+00 60+00 EagleView Technologies, Inc. Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019. Cedar River Section 205 Levee SystemImprovement Locations Cedar River Section 205 Levee SystemRenton, Washington Figure 6 APPENDICES APPENDIX A National Wetland Inventory Map Cedar River 205 Levee Improvement Project U.S. Fish and Wildlife Service, National Standards and Support Team,wetlands_team@fws.gov Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine October 29, 2019 0 0.5 10.25 mi 0 0.8 1.60.4 km 1:2 9,134 This page was produced by the NWI mapperNational Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. APPENDIX B Soil Survey Map Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/29/2019 Page 1 of 35259200525940052596005259800526000052602005260400526060052608005261000526120052592005259400525960052598005260000526020052604005260600526080052610005261200558600558800559000559200559400559600559800560000 558600 558800 559000 559200 559400 559600 559800 560000 47° 30' 9'' N 122° 13' 23'' W47° 30' 9'' N122° 12' 4'' W47° 28' 58'' N 122° 13' 23'' W47° 28' 58'' N 122° 12' 4'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 500 1000 2000 3000 Feet 0 150 300 600 900 Meters Map Scale: 1:10,600 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 15, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 1, 2019—Jul 25, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/29/2019 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ur Urban land 64.3 78.5% W Water 16.9 20.7% Totals for Area of Interest 81.8 100.0% Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/29/2019 Page 3 of 3 APPENDIX C Site Photographs FigureC-1 Site Photographs Photograph 1. Right Bank, STA 49+60, looking northeast. Photograph 2. Right Bank, STA 49+60, looking southeast. Cedar River 205 Levee Certification Project Renton, Washington 000693-078-01 Date Exported: 10/28/19 FigureC-2 Site Photographs Photograph 3. Right Bank, STA 63+65 to 64+35, looking north Photograph 4. Right Bank, STA 63+65 to 64+35, looking south Cedar River 205 Levee Certification Project Renton, Washington 000693-078-01 Date Exported: 10/28/19 FigureC-3 Site Photographs Photograph 5. Right Bank, STA 66+55 to 67+25, looking east. Senior Center building shown. Photograph 6. Right Bank, STA 66+55 to 67+25, looking west. Senior Center building shown. Cedar River 205 Levee Certification Project Renton, Washington 000693-078-01 Date Exported: 10/28/19 FigureC-4 Site Photographs Photograph 7. Left bank, STA 19+20, looking north. Photograph 8. Left bank, STA 19+20, looking south. Cedar River 205 Levee Certification Project Renton, Washington 000693-078-01 Date Exported: 10/28/19 FigureC-5 Site Photographs Photograph 9. Left Bank, STA 25+45 to 29+70, looking north. Photograph 10. Left Bank, STA 25+45 to 29+70, looking south. Cedar River 205 Levee Certification Project Renton, Washington 000693-078-01 Date Exported: 10/28/19 FigureC-6 Site Photographs Photograph 11. Left Bank, STA 29+70 to 34+10, looking north. Photograph 12. Left Bank, STA 29+70 to 34+10, looking south. Cedar River 205 Levee Certification Project Renton, Washington 000693-078-01 Date Exported: 10/28/19 FigureC-7 Site Photographs Photograph 13. Left Bank, STA 55+70 to 56+90, looking north. Photograph 14. Left Bank, STA 55+70 to 56+90, looking east. Cedar River 205 Levee Certification Project Renton, Washington 000693-078-01 Date Exported: 10/28/19 FigureC-8 Site Photographs Photograph 15. Left Bank, STA 58+10 to 58+50, looking northeast. Photograph 16. Left Bank, STA 58+55 to 59+15, looking west. Cedar River 205 Levee Certification Project Renton, Washington 000693-078-01 Date Exported: 10/28/19 FigureC-9 Site Photographs Photograph 17. Left Bank, STA 58+55 to 59+15, looking southwest. Photograph 18. Left Bank, STA 59+15 to 59+85, looking south. Cedar River 205 Levee Certification Project Renton, Washington 000693-078-01 Date Exported: 10/28/19 Technical Information Report - March 2023 SWP 27-3708 Cedar River 205 Project Levee Recertification Appendix J Washington State Department of Ecolgoy 303d TMDL Cedar River Impairments List Date: 01/31/2023 Source:https://apps.ecology.wa.gov/ApprovedWQA/ApprovedPages/ApprovedSearch.aspx LISTING ID ASSESSMENT UNIT_ID CURRENT CATEGORY WATERBODY NAME PARAMETER NAME MEDIUM NAME DESIGNATED USE WRIA NAME 822651 47122E2J1_SE 4B CEDAR RIVER High Molecular Weight Polycyclic Aromatic Hydrocarbons (HPAH) Sediment Aquatic Life - Benthic Sediment Cedar-Sammamish 822652 47122E2J1_SE 4B CEDAR RIVER Low Molecular Weight Polycyclic Aromatic Hydrocarbons (LPAH) Sediment Aquatic Life - Benthic Sediment Cedar-Sammamish 822653 47122E2J1_SE 4B CEDAR RIVER Polychlorinated Biphenyls (PCBs)Sediment Aquatic Life - Benthic Sediment Cedar-Sammamish 4806 17110012000033_001_001 5 CEDAR RIVER Temperature Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish 4816 17110012000024_001_002 5 CEDAR RIVER Temperature Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish 10654 17110012000024_001_002 5 CEDAR RIVER Dissolved Oxygen Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish 12557 17110012000024_001_002 5 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish 82993 17110012000024_001_002 5 CEDAR RIVER Bacteria - Escherichia coli Water Recreation - Primary Contact Cedar-Sammamish 13415 17110012000024_001_002 2 CEDAR RIVER Mercury Water Aquatic Life - Toxics Cedar-Sammamish 13670 17110012000033_001_001 2 CEDAR RIVER Copper Water Aquatic Life - Toxics Cedar-Sammamish 6572 17110012000040_001_001 1 CEDAR RIVER Temperature Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish 10653 17110012000024_001_002 1 CEDAR RIVER Ammonia-N Water Aquatic Life - Toxics Cedar-Sammamish 10655 17110012000024_001_002 1 CEDAR RIVER pH Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish 10665 17110012000040_001_001 1 CEDAR RIVER Ammonia-N Water Aquatic Life - Toxics Cedar-Sammamish 12556 17110012001733_002_002 1 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish 12558 17110012000035_001_001 1 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish 12559 17110012000040_001_001 1 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish 13136 17110012000033_001_001 1 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish 40708 17110012000040_001_001 1 CEDAR RIVER Arsenic Water Aquatic Life - Toxics Cedar-Sammamish 83300 17110012000033_001_001 1 CEDAR RIVER Bacteria - Escherichia coli Water Recreation - Primary Contact Cedar-Sammamish